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GIFT   OF 


DIMENSIONS,  WEIGHTS  AND  PROPERTIES 

OF 

SPECIAL  AND  STANDARD 

STRUCTURAL  STEEL  SHAPES 


MANUFACTURED    BY 


BETHLEHEM  STEEL  COMPANY, 

SOUTH   BETHLEHEM,  PA. 


Including    tables  of   strengths   and    other  data    relating    to    Bethlehen 

Special   Structural   Shapes,  or  wide  flange    beams,  and   their  use 

as  beams,  girders  and  columns;    also  similar  data  relating 

to    American    Standard    X    Beams,    Channels,    Angles 

and    other    sections;     together    with    general 

information  regarding   steel  construction, 

FOR    ENGINEERS,  ARCHITECTS   AND    DRAFTSMEN. 


PREPARED     BY 

GEORGE    H.    BLAKELEY, 
MEM.  AM.  Soc.  C.  E. 


FIRST    EDITION. 

1907. 


•••• 


Entered  according  to  Act  of  Congress,  in  the  year  1907,  by 

BETHLEHEM  STEEL  COMPA'NY, 
in  the  Office  of  the  Librarian  of  Congress,  at  Washington,  D.  C. 


PRICE,    $1.50 


DANDO 

PRINTING  AND  PUBLISHING  Co., 
PHILADELPHIA,  PA. 


BETHLEHEM    STEEL    COMPANY 

BETHLEHEM  STEEL  COMPANY, 

Works  at  South  Bethlehem,  Pa., 

MANUFACTURES 

Forgings  of  All  Sizes,  Rough  or  Finished,  for  Marine  and  Stationary 

Engines,  Locomotives,  Machine  Tools,  etc.,  of  fluid  compressed 

open  hearth  carbon  or  nickel  steel,  hydraulic  forged 

solid  or  hollow  around  a  mandrel,  and 

annealed  or  oil  tempered. 


Drop  Forgings  of  all  sizes. 


Hydraulic  Presses,  Heavy  Machinery  and  Machine  Tools  designed  and 
built. 


Armor  Plate  and  Armor  Plate  Vaults. 


Land  and  Naval  Ordnance,  Finished  Guns  of  all  calibers,  Gun  Forgings, 
Gun  Carriages,  Projectiles. 


Open  Hearth  Steel  Structural  Shapes,  Special  Wide  Flange  Beams,  Rolled 

Girders,  Rolled  Column  Sections,  Standard  I  Beams,  Channels, 

Angles,  Rounds,  Squares  and  Flats. 


Open  Hearth  Steel  Rails  from  60  to  100  pounds  per  yard. 


Steel  Castings  of  all  sizes,  of  carbon  or  nickel  steel. 
Iron  Castings  of  all  sizes. 


Special  Tool  Steel. 

Stay  Bolt  Iron. 

Muck  Bar  Iron. 

Steel  Billets. 

Pig  Iron. 


GENERAL  OFFICE, 
at  the  Works,  South  Bethlehem,  Pa. 

BRANCH  SALES  OFFICES: 
NEW  YORK,  100  Broadway. 
PHILADELPHIA,  Pennsylvania  Building. 
PITTSBURGH,  Keystone  Bank  Building. 
CHICAGO,  Fisher  Building. 
ST.  PAUL,  Endicott  Building. 
SAN  FRANCISCO,  James  Flood  Building. 


BETHLEHEM    STEEL    COMPANY, 


INTRODUCTION. 


The  purpose  of  this  work,  in  general,  is  to  supply  infor- 
mation and  tables,  relating  to  steel  construction,  of  value  and 
service  to  those  interested  and  engaged  in  the  use  of  Beth- 
lehem structural  steel  shapes  ;  and,  in  particular,  to  illustrate 
the  advantages  and  economy  of  the  special  structural  steel 
shapes  introduced  and  manufactured  by  Bethlehem  Steel 
Company. 

The  work  is  divided  into  three  parts. 

Part  I  gives  the  dimensions,  weights  and  structural  prop- 
erties of  the  Bethlehem  special  shapes,  or  wide  flange  beam 
sections,  with  tables  of  strength  and  other  data  relating  to 
their  use  as  beams,  girders  and  columns  in  construction. 

Part  II  gives  similar  information  and  data  pertaining  to 
the  standard  structural  steel  shapes  manufactured  by  Beth- 
lehem Steel  Company. 

Part  III  gives  information  and  data  concerning  steel  con- 
struction in  general,  together  with  a  collection  of  useful 
tables,  rules,  etc. ,  for  the  engineer,  architect  and  draftsman 
engaged  in  structural  work. 

The  essential  data  relating  to  all  the  special  and  standard 
structural  steel  shapes  manufactured  by  Bethlehem  Steel 
Company  is  given  in  Parts  I  and  II.  General  information 
applying  to  both  special  and  standard  shapes  is  given  in  Part 
III,  as  well  as  much  other  data  that  pertains  to  structural 
materials  not  manufactured  by  Bethlehem  Steel  Company. 
The  latter  data  has  been  selected  as  a  collection  of  matter 
of  the  most  frequent  use  and  service  to  those  engaged  in 
structural  work. 

Special  care  has  been  exercised  in  the  arrangement  of  the 
tabular  matter  to  secure  compactness  of  form  and  conve- 
nience for  the  use  of  the  designer. 

Such  of  the  tables  as  were  not  calculated  expressly  for 
this  work  were  obtained  from  works  of  presumably  indepen- 
dent origin,  which  were  compared  for  the  elimination  of 
errors. 


BETHLEHEM    STEEL    COMPANY. 


PART  I 


SPECIAL 
STRUCTURAL    STEEL    SHAPES 

MANUFACTURED    BY 

BETHLEHEM    STEEL  COMPANY 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM 
SPECIAL    STRUCTURAL    SHAPES. 


The  Bethlehem  special  structural  shapes  are  wide  flange 
I  beam  sections  rolled  by  the  Grey  Universal  Beam  Mill. 
Instead  of  the  horizontal  grooved  rolls  of  the  ordinary  beam 
mill,  the  Grey  mill  has  horizontal  and  vertical  rolls,  by 
which  the  flanges  and  web  of  an  I  beam  shape  are  each 
produced  by  combined  rolling  operations  acting  at  right 
angles.  This  method  of  rolling  makes  it  possible  to  obtain 
wider  flanges  than  can  be  produced  by  the  ordinary  beam 
mill,  where  the  web  is  the  only  part  of  the  shape  subjected 
to  a  true  rolling  operation  and  where  the  flanges  are  formed 
by  the  crowding  or  dragging  of  the  metal  through  the  flange 
grooves. 

Wide  flange  beams  from  10  inches  to  30  inches  deep, 
with  flanges  from  10  inches  to  12  inches  wide,  have  been 
rolled  successfully  for  the  past  five  years  in  Germany  by  this 
method.  Such  sections  in  regard  to  their  shape  and  proper- 
ties of  strength  present  great  advantages  for  structural  work 
not  obtainable  with  beams  of  the  existing  standard  shapes. 
The  wide  flange  beams  can  be  used  instead  of  riveted  or 
built  up  sections  for  a  variety  of  purposes  with  an  economy 
in  the  weight  of  material,  or  with  a  saving  in  the  labor  and 
cost  of  punching,  assembling  and  riveting,  and  in  many 
cases  with  a  saving  of  both  material  and  labor. 

Sections  produced  by  this  improved  method  have  a 
uniform  amount  of  work,  or  reduction,  in  the  rolling  on  all 
parts  of  the  shape,  which  is  not  the  case  in  beams  of  I  shape 
rolled  by  the  ordinary  mill.  Especially  the  larger  sizes  of  I 
beams  rolled  by  the  usual  method  show  a  great  variation 
between  the  quality  of  the  material  in  the  webs  and  flanges, 
due  to  the  difference  in  work  of  reduction  of  the  metal 
during  rolling.  Such  differences  in  quality  of  material 


BETHLEHEM    STEEL    COMPANY. 


between  various  parts  of  the  section  indicate  a  condition  of 
internal  stress  existing  in  the  metal  caused  by  unequal  defor- 
mation during  the  rolling  process.  Beams  of  all  shapes  and 
sizes  rolled  by  the  Grey  mill  have  a  uniformity  in  strength  of 
material  throughout  the  section,  indicating  not  only  an  equal 
amount  of  work  of  reduction  in  the  rolling  without  unequal 
deformation,  but  also  the  absence  of  internal  stress  in  con- 
sequence :  they  are  therefore  safer  and  more  reliable  for  any 
purpose,  especially  when  subject  to  impact  and  vibration, 
than  beams  rolled  in  the  old  way. 

In  the  case  of  an  I  beam  shape,  it  follows  from  the  prin- 
ciples of  structural  mechanics  that  an  addition  of  material 
to  the  flange  increases  the  transverse  strength  of  the  section 
three  times  as  much  as  the  same  amount  of  additional 
material  would  if  added  in  the  form  of  increased  thickness 
of  web.  Thus,  if  a  represents  a  small  area  and  d  the  depth 
of  the  beam,  the  addition  of  the  area  a\  in  the  form  of  an 
increased  thickness  of  the  web,  produces  an  increase  in  the 
section  modulus  of  the  shape  equal  to  l/$  ad ;  but  if  the  same 
area  is  added,  one-half  at  the  extreme  edge  of  each  flange, 
then  yz  ad  is  the  amount  that  the  section  modulus  of  the 
shape  is  increased.  The  latter  value  is  three  times  the 
former.  Metal  in  the  flange  is  therefore  three  times  more 
effective  than  in  the  web  when  the  moment  of  inertia, 
moment  of  resistance  or  coefficient  of  transverse  strength  of 
an  I  beam  shape  is  considered. 

By  means  of  the  Grey  mill  and  the  improved  method  of 
rolling,  in  which  the  flanges  and  web  are  each  formed  by 
rolling  operations,  a  more  economical  distribution  of  metal 
can  be  made  between  relative  areas  of  flange  and  web  than 
in  the  present  standard  beam  shape  produced  by  the  old 
rolling  methods.  Wide  flange  beams  can  be  rolled  which 
will  have  the  same  coefficient  of  strength  as  present  Ameri- 
can standard  beams  of  the  same  depth,  but  which  will 
weigh  less  than  the  equivalent  standard  beams  ;  this  result 


BETHLEHEM  STEEL  COMPANY. 


being  obtained  by  making  the  flange  wider  and  of  greater 
sectional  area  relative  to  the  area  of  the  web.  Conversely, 
wide  flange  beams  designed  in  this  manner,  when  of  the 
same  weight  as  present  standard  sections,  will  have  a 
greater  coefficient  of  strength  than  the  corresponding 
standard  shape  of  equal  depth  and  weight. 

By  this  method  a  beam  with  wide  flanges  can  be  de- 
signed and  readily  rolled  having  the  same  depth  as  a 
standard  beam  and  which  will  have  double  the  coefficient  of 
strength  of  the  standard  shape,  but  with  a  weight  less  than 
twice  the  weight  of  the  latter.  Such  a  wide  flange  girder 
beam  can  be  substituted  for  the  ordinary  girder  of  the  same 
depth,  composed  of  two  present  standard  beams,  with  con- 
siderable economy  in  weight  of  material  and  a  saving  in  the 
expense  of  assembling,  also  eliminating  the  separators  and 
separator  bolts.  Larger  beams  are  produced  by  this  process 
than  it  is  possible  to  roll  by  the  ordinary  method.  Such 
large  rolled  beams  can  be  used  to  great  advantage  in  many 
cases  where  it  otherwise  would  be  necessary  to  employ 
riveted  girders. 

Beam  shapes  with  wide  flanges  make  a  desirable  and 
economical  column  section.  Riveted  sections  of  I  beam 
shape,  made  with  a  web  plate  and  four  angles,  are  a 
common  form  of  column  for  buildings  and  other  purposes. 
The  wide  flange  beam  offers  a  rolled  section  with  greater 
radius  of  gyration  for  equal  area,  and  with  a  saving  in  the 
fabrication  of  the  column,  as  no  punching  or  riveting  is 
required  in  the  case  of  the  rolled  section  except  for  splicing 
and  connections.  When  the  flanges  of  the  rolled  beam  sec- 
tion are  made  of  adequate  width  to  give  sufficient  radius  of 
gyration,  the  wide  flange  beam  shape  can  be  used  with 
great  economy  for  all  usual  purposes  of  construction  instead 
of  any  of  the  customary  forms  of  built  up  riveted  columns. 

The  Bethlehem  special  shapes  are  designed  to  fill  the 
requirements  of  American  structural  practice.  Three  sep- 


BETHLEHEM  STEEL  COMPANY. 


arate  types  of  shapes  are  provided,  viz. :  the  special  I  beam 
sections,  the  girder  beam  sections,  and  the  H  or  column 
sections. 

SPECIAL   I   BEAMS. 

The  special  I  beams,  from  8  inches  to  24  inches  in  depth 
inclusive,  have  the  same  section  modulus,  or  coefficient  of 
strength,  as  American  standard  beams  of  corresponding 
depth  ;  but  by  reason  of  the  better  proportion  and  distribu- 
tion of  metal  their  weight  is  10%  less  than  the  American 
sections.  For  example,  a  Bethlehem  special  I  beam,  section 
B15  a,  15  in.  deep  and  weighing  54  Ibs.  per  foot  has  a  coef- 
ficient of  strength  of  868,100.  The  corresponding  American 
standard  section  is  a  15  in.  I  beam  weighing  60  Ibs.  per  foot 
with  a  coefficient  of  strength  of  866,100  ;  so  that  for  equal 
strength  the  Bethlehem  beam  weighs  6  Ibs.  per  foot  less  than 
the  American  shape,  which  is  a  saving  of  10  ^  in  weight. 
The  coefficient  of  strength  for  this  depth  of  beam  is  increased 
7850  for  each  pound  increase  in  weight ;  therefore,  if  the 
Bethlehem  beam  is  increased  to  60  Ibs.  per  foot — the  same 
weight  as  the  American  section — then  its  coefficient  will  be 
•increased  to  915,200,  which  is  nearly  6%  greater  than  that  of 
the  standard  beam  for  equal  weight. 

For  equal  coefficients  of  strength  the  Bethlehem  special  I 
beams  of  minimum  section  are  10  per  cent,  lighter  than  cor- 
responding standard  sections.  Conversely,  for  equal  weights 
of  sections,  the  Bethlehem  beams  have  a  coefficient  of  strength 
about  5  %  greater  than  standard  shapes. 

The  26,  28  and  30  inch  special  I  beams  are  respectively 
equal  in  coefficient  of  strength  to  girders  of  two  20  inch  65 
Ibs. ,  20  inch  80  Ibs.  and  24  inch  80  Ibs.  standard  beams,  and 
where  the  depth  is  available  may  be  used  instead  of  such 
girders,  except  in  the  case  of  very  short  spans  with  heavy 
loads,  and  with  a  considerable  economy  of  material.  They 
can  also  be  used  where  otherwise  riveted  girders  would  be  re- 
quired, with  economy  of  material  and  saving  in  work.  The 


10          BETHLEHEM  STEEL  COMPANY. 

table  of  ' '  Comparison  of  Bethlehem  Special  I  Beams  with 
American  Standard  I  Beams,"  on  page  59,  shows  the  relation 
between  the  two  types  of  beams  for  all  sizes. 

GIRDER   BEAMS. 

The  Bethlehem  girder  beams,  from  8  inches  to  24  inches 
in  depth  inclusive,  have  a  coefficient  of  strength,  or  section 
modulus,  equal  to  that  of  two  standard  I  beams  of  minimum 
weight  of  the  same  depth  ;  but  the  girder  beam  weighs 
12%  %  less  than  the  combined  weight  of  the  two  standard 
sections,  not  considering  the  saving  in  the  weight  of  separa- 
tors that  would  be  used  for  assembling  the  standard  beams 
into  a  girder.  For  example,  a  Bethlehem  girder  beam, 
section  G15,  15  inches  in  depth  and  weighing  73  Ibs.  per 
foot,  has  a  coefficient  of  strength  of  1,260,900.  Two  stand- 
ard 15  inch  I  beams,  each  weighing  42  Ibs.  per  foot,  have  a 
combined  coefficient  of  strength  of  1,256,600.  Thus,  for 
equal  depth  and  coefficient  of  strength,  the  girder  beam 
weighs  11  Ibs.  per  foot  less  than  the  two  standard  beams,  or 
a  saving  in  weight  of  13%,  not  taking  into  account  the  sep- 
arators required  for  the  latter  which,  if  spaced  the  usual 
distance  of  6  ft.  apart,  would  add  2%  Ibs.  per  foot  to  the 
weight  of  the  assembled  girder,  thereby  making  a  total 
saving  of  16%  in  weight  effected  by  the  Bethlehem  girder 
beam,  beside  the  saving  in  the  cost  of  handling  and  assem- 
bling the  ordinary  standard  beams  into  a  girder.  The  table 
of  "Comparison  of  Bethlehem  Girder  Beams  with  Girders 
of  American  Standard  Beams,"  on  page  58,  shows  the  rela- 
tion existing  between  the  two  types  of  beams  for  all  sizes  up 
to  24  inches  in  depth. 

The  26  inch,  28  inch  and  30  inch  girder  beams  may  be 
used  where  the  depth  is  available  instead  of  the  ordinary 
box  girders  made  of  two  standard  I  beams  with  cover  plates, 
except  for  relatively  short  spans,  with  marked  economy  in 
weight  and  saving  in  cost  of  punching,  assembling  and 
riveting  necessary  to  build  the  compound  section  and  which 


BETHLEHEM    STEEL    COMPANY. 


are  not  required  for  the  rolled  shape.  These  large  rolled 
girder  beams  also  can  be  used  to  great  advantage  as  girders 
for  crane  runways,  girders  for  bridges  and  for  many  other 
purposes  where  otherwise  riveted  girders  would  be  required, 
with  a  saving  in  weight  or  in  cost  of  fabrication,  and  often 
with  a  saving  in  both  items. 

The  tables  on  pages  58  and  59  furnish  a  key  for  the  com- 
parison of  Bethlehem  I  beams  and  girder  beams  with 
American  standard  beams.  A  framing  plan  already  laid  out 
for  standard  beam  shapes  may  be  revised  with  great  ease 
for  the  substitution  of  Bethlehem  beam  sections.  In  general 
no  rearrangement  of  the  plan  will  be  found  necessary  and 
no  recalculation  will  be  required  except  to  select  the  proper 
Bethlehem  I  beams  or  girder  beams  that  are  the  equivalent 
in  strength  of  the  standard  beams  or  girders. 

The  wide  flanges  give  an  increased  lateral  stiffness  to  the 
construction,  which  is  an  advantage  gained  by  the  use  of 
these  beams  and  will  commend  them  in  many  cases  where 
the  narrow  flanges  and  lack  of  sufficient  side  stiffness 
prevent  the  use  of  the  ordinary  standard  beams. 

In  the  case  of  heavy  concentrated  loads  or  short  spans 
writh  full  loads,  the  web  may  become  the  controlling  factor 
in  the  strength  of  the  beam.  The  safe  loads  on  the  webs  are 
given  in  the  tables,  and  were  calculated  by  the  accepted 
formula  in  general  use  for  that  purpose.  Experiments  made 
expressly  for  the  purpose  of  testing  the  reliability  of  this  for- 
mula show  that  it  gives  a  safe  load  on  the  web,  which  has  an 
even  greater  margin  of  safety  against  crippling  of  the  web 
than  the  beam  itself  has  against  transverse  failure  by 
bending.  Wherever  thicker  webs  are  required,  the  sections 
can  be  increased  to  secure  the  desired  web  thickness,  and 
the  beams  will  then  have  greater  transverse  strength,  or 
section  modulus,  than  the  corresponding  standard  beams  of 
equal  depth  and  weight. 


12  BETHLEHEM    STEEL    COMPANY. 

ROLLED   H   COLUMNS. 

The  special  I  beam  and  girder  beam  sections  can  be  used 
as  columns,  to  many  cases,  for  mill  buildings  and  other 
purposes  with  economy  in  weight  or  labor,  or  both.  The 
rolled  H,  or  column  sections,  however,  are  designed 
specially  to  meet  the  requirements  of  column  purposes  for 
buildings  and  other  construction. 

It  is  to  be  noted  that  all  column  shapes  having  the 
same  section  number  are  rolled  from  the  same  main  rolls 
without  change.  For  instance,  the  12"  H  columns,  com- 
prising all  the  weights  and  variations  in  size  of  sections 
H12s,  H12,  H12a  and  H12b,  on  page  64,  are  from  the 
same  main  rolls,  furnishing  a  series  of  rolled  columns  of 
similar  shape  from  an  area  of  11.76  square  inches,  increasing 
by  successive  increments  to  an  area  of  79. 06  square  inches 
without  change  of  rolls.  The  columns  for  a  12  to  15  story 
building  thus  can  be  selected  having  the  proper  areas  to 
suit  the  variations  of  load,  and  by  using  shapes  of  the  same 
section  number  throughout  the  columns  for  the  entire  build- 
ing can  be  made  at  the  same  rolling  without  a  roll  change, 
thereby  securing  a  promptness  of  delivery  from  the  mill 
unobtainable  by  any  other  type  or  system  of  steel  column 
construction.  As  these  columns  are  rolled  sections,  the  only 
fabrication  required  is  to  provide  for  splices  and  for  con- 
nections. The  sections  can  be  spliced  to  make  a  practically 
continuous  column  from  basement  to  roof,  and  connections 
are  made  easily  to  them  in  the  most  approved  manner  of 
the  best  modern  practice  in  construction. 

The  difference  in  cost  of  fabrication  of  the  rolled  steel 
column,  as  compared  with  a  built  up  riveted  column,  is  a 
great  advantage  in  favor  of  the  rolled  section.  The  shop 
work  on  a  two  story  length  of  rolled  H  column  with  details 
of  the  type  shown  by  fig.  1,  page  46,  requires  drilling  or 
punching  only  91  holes  and  driving  only  13  shop  rivets. 
The  same  column  with  details  of  the  type  shown  by  fig.  2, 


BETHLEHEM    STEEL    COMPANY.  13 

on  the  same  page,  requires  drilling  or  punching  100  holes  and  . 
driving  59  shop  rivets.  Compared  with  these,  an  equal 
column  of  channels  and  plates  requires  the  handling  of  four 
shapes,  punching  520  holes  and  driving  240  shop  rivets  to 
build  it  into  an  assembled  shape.  Facing  the  ends  square, 
and  to  exact  length,  is  an  operation  common  to  both  kinds 
of  columns. 

In  the  case  of  the  rolled  column  with  thick  metal,  the 
holes  require  to  be  drilled.  As  the  only  holes  needed 
are  for  the  splices  and  connections,  which  are  generally 
arranged  in  groups  having  similar  spacing,  the  work  is 
performed  economically  with  a  gang  or  multiple  drill  to 
make  all  the  holes  of  a  group  at  a  single  operation.  Even  in 
ordinary  punched  work,  good  workmanship  requires  that 
the  holes  for  splices  and  connections  after  punching  shall 
be  reamed  to  templet  or  with  parts  assembled  in  order  to 
secure  proper  fitting  between  connecting  parts.  This  is 
accomplished  in  the  one  operation  when  these  holes  are 
drilled  from  the  solid.  In  general,  from  one -half  to  two- 
thirds  the  shop  cost  of  fabrication  of  built  up  riveted 
columns  can  be  saved  by  the  use  of  the  rolled  steel  H 
column. 

Ingojs  of  large  size  are  used  in  the  manufacture  of  these 
sections,  so  that  the  work  of  reduction  in  rolling  out  the 
shapes,  especially  the  larger  ones,  shall  be  sufficient  to 
develop  the  proper  ductility  of  the  metal.  The  material  is 
exclusively  medium  open  hearth  steel  conforming  in  quality 
to  the  requirements  of  the  standard  specifications  of  the 
Association  of  American  Steel  Manufacturers.  Open  hearth 
steel  complying  with  any  other  standard  specification  may 
be  furnished  by  special  arrangement. 

These  special  sections  form  a  system  of  construction 
which  greatly  extends  the  range  of  application  of  rolled 
shapes  to  steel  construction  with  a  simplification  of  detail  and 
an  improvement  in  design.  Their  saving  in  weight  of 
material,  and  their  decreased  cost  of  fabrication,  handling 
and  erection,  will  be  found  to  effect  a  material  reduction  in 
the  cost  of  steel  framing  construction. 


14  BETHLEHEM    STEEL    COMPANY. 

EXPLANATORY    NOTES 
ON    SPECIAL  STRUCTURAL  SHAPES. 


Bethlehem  special  structural  shapes  are  exclusively  of 
open  hearth  steel. 

All  weights  are  given  in  pounds  per  lineal  foot  of  the 
section.  In  computing  the  areas  and  weights  of  the  sections, 
the  fillets  have  been  disregarded  in  all  cases. 

The  flanges  of  the  special  I  beams  and  girder  beams  have 
a  uniform  slope  of  12^  per  cent,  equivalent  to  1^  inches 
per  foot.  The  flanges  of  the  H  column  sections  have  a  uni- 
form slope  of  2  per  cent. 

Owing  to  the  method  of  rolling  these  sections,  the  flanges 
have  practically  square  corners,  as  shown  in  the  cuts  of  the 
shapes. 

The  cuts  of  the  various  shapes  show  the  dimensions  of 
the  minimum  size.  The  method  of  increasing  the  sectional 
area  is  shown  on  the  opposite  page. 

The  special  I  beams  and  girder  beams  are  increased,  as 
shown  in  Fig.  1,  by  spreading  the  main  rolls,  which  adds  an 
equal  amount  to  the  thickness  of  the  web  and  to  the  width 
of  the  flanges,  all  other  dimensions  remaining  unchanged. 

The  H  column  sections  are  increased,  as  shown  in  Fig.  2, 
by  spreading  both  the  horizontal  and  vertical  rolls  ;  the 
thickness  of  the  web  and  the  width  of  the  flanges  are 
increased  equally,  and  the  thickness  of  the  flange  is  increased 
at  the  same  time  a  proportionate  amount. 

The  different  weights  tabulated  for  the  special  I  beams 
provide  a  sufficient  variation  for  ordinary  purposes.  Only 
the  minimum  weights  are  tabulated  for  the  girder  beams. 
Intermediate  or  increased  weights,  corresponding  to  the 
usual  variations  of  American  standard  beams,  may ^  be  fur- 
nished by  special  arrangement.  The  H  column  sections  are 
rolled  only  to  the  variations  of  weight  given  in  the  tables. 

The  sections  are  numbered  in  the  cuts  and  throughout 
the  tables  for  convenience  in  identification  and  ordering. 

Unless  otherwise  ordered,  all  shapes  will  be  cut  to  length 
with  an  extreme  variation  not  exceeding  ^  of  an  inch.  For 
cutting  with  a  less  variation,  or  to  exact  length,  an  extra 
price  will  be  charged. 

Sections  are  furnished  only  at  catalogued  weight.  Shapes 
may  have  an  allowable  variation  of  Zl/2  per  cent,  either  way 
from  the  nominal  section. 


BETHLEHEM    STEEL    COMPANY. 


15 


METHOD    OF    INCREASING    SECTIONAL 
AREAS. 


FIG.  1 


FIG.  2 


16 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    GIRDER    BEAMS. 


BETHLEHEM    STEEL    COMPANY. 


17 


BETHLEHEM    GIRDER    BEAMS. 


U H.35-- • 


18 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    GIRDER    BEAMS. 


BETHLEHEM    STEEL    COMPANY. 


19 


BETHLEHEM    GIRDER    BEAMS. 


20 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    GIRDER    BEAMS. 

G20a 
140  Lbs. 

0.64", 


0.77 


-20— 


G20 
112  Lbs. 


0.52  | 
V 


1.571' 


0.83 


0.62 

K* 


BETHLEHEM    STEEL    COMPANY. 


21 


BETHLEHEM    GIRDER    BEAMS. 


G  18 

92  Lbs. 


'0.47 


___ 

0-58"  L-I89 


18- 


0.995 


--!  0.95 


G15b 
140  Lbs. 


0.80" 


15 


1.679 


22 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    GIRDER    BEAMS. 


0.75 


G  15a 

104  Lbs. 

0.60". 


-15 


1.346 


G  15 

73  Lbs. 

0.42;' 


1.07 


-15 


BETHLEHEM     STEEL    COMPANY. 


23 


BETHLEHEM    GIRDER    BEAMS. 


0.50 


;-  0.45 


G  12 
55  Lbs. 


0.35! 


-12- 


24 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    GIRDER    BEAMS. 


BETHLEHEM    STEEL    COMPANY. 


25 


BETHLEHEM    SPECIAL    X    BEAMS. 

10.00-' H 


26 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    SPECIAL   X    BEAMS. 


0.4 


B28 
105  Lbs, 


1.144 


B   26 
90  Lbs. 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    SPECIAL    I    BEAMS. 


B24 
72  and  82  Lbs. 


K--4.20 >! 


[«• — 4.165— > 


28 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    SPECIAL    X    BEAMS. 


58.5,  60,63, 


B  18 
48.5,  52.5  and  58.5  Lbs, 


-JL_. 


BETHLEHEM    STEEL    COMPANY. 


29 


BETHLEHEM     SPECIAL    Z    BEAMS. 


P.54" 


B  15a 

1 

54  and  64  Lbs. 

• 

s,  »»»»»>»> 

^//7/>//7//^/////////^//^//^//////>//^//////> 

M 

*+          ~ 

jf. 

+•*  0.50 

°*953X^ 

„ 

-B 

15 

i 

30 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM    SPECIAL   I    BEAMS. 


B  12a 
36  Lbs, 


0.41" 


12 


0.28 


B  12 
28.5  and  31  Lbs. 

0.25; 


0.35" 


0.64 


0,24 


T 


B  10 
1 22.5, 24.5  and  27.5  Lbs, 


0.30" 


0.201 


-10- 


0.5' 


BETHLEHEM    STEEL    COMPANY. 


31 


BETHLEHEM    SPECIAL    X    BEAMS. 


T 


B   9 
19,  21  and23Ltes, 


0.29 


T 


0.544 


B  8 

16.25,  18  and 
21,25  Lbs, 


32                         BETHLEHEM    STEEL    COMPANY. 

BETHLEHEM    ROLLED    H    COLUMNS. 

1~1 

16"                      I 

iT 

i 

^ 

i  *« 

i 

1              i 

i  * 

v$^         ta 

•  i 

1       ,,.|           1 

1 

3    i 

^^^- 

1 

T  1 

IPO.60"                       1.880'¥ 

i 

^ 

H  14b 

1                          1 

230.  8  Lbs. 

i 

1 
«                                                    - 

to 

11 

1                         1 

291.2  Lbs. 

n 

1..242" 

.    Tl 

I          »          J 

i  v  \ 

1  a     1 

I  ? 

|      ! 

f   1 

1     0.60                      1.380^1 

H  14a 

J 

1      1 

164.4  Lbs. 
to 
222.3  Lbs. 

0.745" 

\ 

t* 

1                                                fe 

x  \ 

1            H            | 

s                                                     ^ 

9 

i 

1 

(0 

% 

i^     °-5i/i          1 

• 

H  14 

|^0.60                       0.880/1 

1                         1 

98.8  Lbs. 

|                                                  1 

to 

" 

1                                                1 

162.2  Lbs. 

BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM     ROLLED    H    COLUMNS. 


H  13  b 


1 


1.131 


0.60 


1.875- 


226.  5Lbs. 

to 
285.9  Lbs. 


H  13a 


_*_- 


0.82 


1.24 

fM 


156.4  Lbs. 

to 
219.8  Lbs. 


H13 


IT- 

"—  f- 

•^ 

18"_  

I 

^ 

g 

f 

> 

0.51  1 

~-  c  —  -^ 

-  -- 

.._i_ 

< 

•    0.60"         i         0.875^ 

91.  5  Lbs. 

to 

150.5  Lbs. 

^ 

34 


BETHLEHEM    STEEL    COMPANY. 


BETHLEHEM     ROLLED    H    COLUMNS. 

1.679" 


H12b 


i_ 


1.09 


0,60"  1.808 


204.9  Lbs. 

to 
268.8  Lbs, 


1,18?" 


H  12  a 


138.1  Lbs, 

to 
197.1  Lbs, 


H  12 


T 

i 
i 


12 


0.808^1 


. 


78.0  Lbs. 

to 
132.5  Lbs. 


BETHLEHEM    STEEL    COMPANY. 


35 


BETHLEHEM    ROLLED    H    COLUMNS. 


120.9  Lbs,  to  175,8  Lbs. 


0.43! 


0,635 


0.740/ 


H  11 
65.5  Lbs.to  115.5  Lbs, 


to 

J 


1.070 


-0.50"  j  J-i7srf| 


H10a 


J 


104.7  Lbs.  to  155.2  Lbs. 


0.577 


1 

tor__j 

XlC 

il 

0.39'i               j 

t 

1 

40.50"  t   0.67? 

fl 

H10 

L 

54.1  Lbs.  to  99.7  Lbs. 


36                         BETHLEHEM    STEEL    COMPANY. 

BETHLEHEM 

ROLLED    H    COLUMNS. 

» 

1.012 

0.519 

"7^ 

..„ 

!~T                                        "*"  *~ 

• 

'' 

- 

i  I    Tl 

1     8 

i                   ITT 

|  ^___  .lp 

1     r 

o 

i 

L            0-671 

^S$$$$$$^$^^ 

, 

I4       ^ 

1.     0.35;,          I  I 

^0.45"        f      1.106^ 

t     i 
i     j 

|    0.45"                0.6C6/;/i 

1                                           1 
§*                                          m 

L] 

H9a 

1     iJ 

H9 

1 

90   Lbs.  to  135.6 

Lbs.             43.8  Lbs.  to  85.3  Lbs 

0,955" 

H--  >i 

~;K  Mwl 

--x                                                               0,462 

T 

„ 

^ 

f                                                  —  >»  k— 

H  9L  

J>        T 

1  ~* 

8 

CO 

M 

§  • 

- 

r 

1     ? 

54 

1 

i      o^s; 

1 

-1    -, 

f»                          ^         W 

1         0.31  i                ,|       i 

^  0.40  '      t     1.038/X 

ym^Y^^^^ 
I    <MO          i     0.538/1 

^                                       ^ 

I 

1                    1 

j>  

ii 

H  8a 

1 

i 

H8 

76  Lbs.  to  11  7.1 

Lbs.               34,6  Lbs.to  71.6  Lbs. 

BETHLEHEM    STEEL    COMPANY. 


37 


BETHLEHEM     ROLLED    H    COLUMNS. 

BASE    SECTIONS    FOR    BUILDING    UP   COLUMNS    OF    LARGE 
SECTIONAL    AREA. 

o.sos" 


H  14  c 


-<*• 

T 


1.41 


148.0  Lbs. 


0:806" 


H  13  c 


H  12  c 


141.0  Lbs. 


134.5  Lbs. 


BETHLEHEM  STEEL  COMPANY. 


WEIGHTS  AND  DIMENSIONS  OF 

BETHLEHEM   GIRDER    BEAMS. 


Section 
Number. 

Depth 
of 
Beams, 
Inches. 

Weight 
Lbs. 

FLANGE  WIDTH. 

VEB  THICKNESS. 

Increase 
of  Web 
Thickness 
and  Flange 
Width  for 
each  Lb. 
Increase 
in  Weight, 
Inches. 

Page 
Number 
of 
Section. 

Inches 
and 
Decimal 
Parts. 

Inches 
and 
Fractional 
Parts. 

Decimal 
Parts 
of 
Inch. 

Fractional 
Parts 
of 
Inch. 

G30a 

30 

200.0 

15.00 

15 

.75 

# 

.010 

16 

G30 

30 

175.0 

12.00 

12 

.68 

H 

.010 

16 

G28a 

28 

180.0 

14.35 

14*1 

.69 

H 

.011 

17 

G28 

28 

162.5 

12.00 

12 

.65 

|i 

.011 

17 

G26a 

26 

160.0 

13.60 

13» 

.63 

% 

.011 

18 

G26 

26 

150.0 

12.00 

12 

.62 

H 

.011 

18 

G24a 

24 

140.0 

13.00- 

13 

.56 

A 

.012 

19 

G24 

24 

120.0 

12.00 

12 

.51 

/2 

.012 

19 

G20a 

20 

140.0 

12.50 

12tf 

.64 

« 

.015 

20 

G20 

20 

112.0 

12.00 

12 

.52 

If 

.015 

20 

G18 

18 

92.0 

11.50 

n# 

.47 

H 

.016 

21 

G15b 

15 

140.0 

11.75 

u# 

.80 

H 

.020 

21 

G15a 

15 

104.0 

11.25 

njt 

.60 

H 

.020 

22 

G15 

15 

73.0 

10.50 

10/2 

.42 

II 

.020 

22 

G12a 

12 

70.0 

10.00 

10 

.445 

A 

.025 

23 

G12 

12 

55.0 

9.75 

9^ 

.35 

H 

.025 

23 

G10 

10 

44.0 

9.00 

9 

.30 

it 

.030 

24 

G  9 

9 

38.0 

8.50 

8/2 

.29 

H 

.033 

24 

G  8 

8 

32.5 

8.00 

8 

.28 

9 
If 

.037 

24 

BETHLEHEM    STEEL    COMPANY,                        39 

WEIGHTS  AND  DIMENSIONS  OF 

BETHLEHEM   SPECIAL  X  BEAMS. 

FLANGE  WIDTH. 

WEB  THICKNESS. 

Increase 
of  Web 
Thickness 

Section 

Depth 
of 

Weight 
^ 

Inches 

Inches 

Decimal 

Fractional 

andFlange 
Width  for 

Page 

N  limner 

Number 

Beam, 
Inches. 

Foot, 
Lbs. 

and 
Decimal 

and 
Fractional 

Parts 
of 

Parts 
of 

each  Lb. 
Increase 

of 
Section. 

Parts. 

Parts. 

Inch. 

Inch. 

in  Weight, 

Inches. 

B30 

30 

120.0 

10.00 

10 

.52 

II 

.010 

25 

B28 

28 

105.0 

9.60 

m 

.48 

fi 

.011 

26 

B26 

26 

90.0 

9.15 

M 

.44 

TV 

.011 

26 

B24a 

24 

84.0 

8.85 

s|i 

.45 

H 

.012 

27 

B24 

24 
24 

82.0 
72.0 

8.83 
8.70 

8ff 
»1! 

.50 
.37 

H* 

.012 
.012 

27 

B20a 

20 
20 

82.0 
72.0 

8.51 
8.37 

f*f 

8^8 

.57 
.43 

AA 

.015 
.015 

28 

20 

68.0 

7.69 

71  1 

.49 

li 

.015 

B20 

20 
20 

63.0 
60.0 

7.62 
7.58 

7H 

7|f 

.42 
.375 

IJ 

fi 

.015 
.015 

28 

20 

58.5 

7.55 

7*t 

.35 

H 

.015 

18 

58.5 

7.47 

VM 

.48 

fi 

.016 

B18 

18 

52.5 

7.37 

7^ 

.375 

H 

.016 

28 

18 

48.5 

7.30 

7if 

.31 

A 

.016 

B15b 

15 

72.0 

7.15 

?A 

.54 

II 

.020 

29 

B15a 

15 
15 

64.0 
54.0 

7.20 
7.00 

?« 

.60 
.40 

H 
U 

.020 
.020 

29 

15 

46.0 

6.81 

611 

.43 

A 

.020 

B15 

15 

42.0 

6.74 

6% 

.36 

If 

.020 

29 

15 

38.0 

6.66 

en 

.28 

A 

.020 

B12a 

12 

36.0 

6.30 

«H 

.31 

A 

.025 

30 

B12 

12 
12 

31.0 
28.5 

6.16 
6.10 

)JA 
6A 

.31 
.25 

XA 

.025 
.025 

30 

10 

27.5 

5.94 

5H 

.34 

H 

.029 

BIO 

10 

24.5 

5.85 

511 

.25 

X 

.029 

30 

10 

22.5 

5.80 

m 

.20 

« 

.029 

9 

23.0 

5.50 

5/2 

.31 

A 

.033 

B  9 

9 

21.0 

5.44 

6A 

.25 

X 

.033 

31 

9 

19.0 

5.38 

5^/8 

.19 

T35 

.033 

8 

21.25 

5.37 

f>y% 

.36 

it 

.037 

B  8 

8 

18.0 

5.26 

D% 

.25 

X 

.037 

31 

8 

16.25 

5.19 

5  A 

.18 

& 

.037 

40                        BETHLEHEM    STEEL    COMPANY. 

r    * 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS 
AND  DIMENSIONS  OF 

BETHLEHEM 
ROLLED   H   COLUMNS. 

TT" 

i 

'  . 

i 

-J 

Section 
Number. 

DIMENSIONS  IN  INCHES. 

Weight 
per  Ft., 
Lbs. 

Area, 
Square 
Inches. 

Section 
Number. 

DIMENSIONS  IN  INCHES. 

Weight 
per  Ft, 
Lbs. 

Area, 
square 
Inches. 

D 

T 

B 

D 

T 

B 

H14s 

H14 
H14a 
H14b 

13/g 

MX 

13/2 

13^ 
13^ 
13# 
13# 
13# 
13# 
14 
14 

** 

/• 

H 
B 

»»' 

# 
H 

1! 

8.00 
8.04 
9.00 
9.04 
10.00 
10.03 
11.00 
11.04 
12.00 
12.04 
13.00 

42.6 
47.8 
51.4 
57.1 
61.0 
66.7 
71.0 
77.6 
82.2 
89.2 
93.7 

12.53 
14.07 
15.12 
16.79 
17.95 
19.61 
20.88 
22.81 
24.17 
26.23 
27.56 

H13s 

12J< 
12# 

12X 
12# 

12# 
12tf 
12# 

W/8 

12# 

13 

% 

A 

79^ 

^ 

H 

H 

^* 

# 

H 

y 
,» 

a 

IA 

ix 

IT\ 

8.00 
8.04 
9.00 
9.03 
10.00 
10.04 
11.00 
11.04 
12.00 
12.04 

41.2 
46.3 
49.9 
55.0 
58.9 
64.9 
69.1 
75.6 
79.8 
86.6 

12.12 
13.62 
14.67 
16.17 
17.33 
19.09 
20.33 
22.22 
23.46 
25.48 

H13 

13 
13# 

is* 

13H 

ia# 

13|^ 

i*X 

13^ 
14 

13.00 
13.04 
13.08 
13.12 
13.16 
13.19 
13.23 
13.27 
13.31 

91.5 
98.9 
106.2 
113.6 
121.0 
128.0 
135.5 
143.0 
150.5 

26.93 
29.08 
31.24 
33.41 
35.59 
37.64 
39.84 
42.05 
44.27 

14 

14^ 
14X 

14/8 

14tf 
14# 

143^ 
14# 
15 

H 

7i 

if 

ift 

ss 

ift 

14.00 
14.04 
14.08 
14.12 
14.16 
14.19 
14.23 
1.4.27 
14.31 

98.8 
106.7 
114.6 
122.5 
130.5 
138.0 
146.0 
154.1 
162.2 

29.06 
31.38 
33.70 
36.04 
38.38 
40.59 
42.95 
45.33 
47.71 

H13a 

14 

14^ 
14J^ 

14^ 
14^ 
14# 

143/ 
14^ 
15 

1A 

1^ 

In 

iH 
1M 

HI 

14.00 
14.04 
14.08 
14.12 
14.16 
14.20 
14.24 
14.27 
14.31 

156.4 
164.2 
172.1 
180.1 
188.0 
196.1 
204.1 
211.7 
219.8 

45.99 
48.30 
50.63 
52.96 
55.31 
57.66 
60.03 
62.25 
64.64 

15 
15# 

15X 
15/8 
15# 
15# 
15* 
15# 

» 

To 

1^ 

l|l 
i« 
i# 

14.57 
14.61 
14.65 
14.69 
14.73 
14.77 
14.81 
14.84 

164.4 
172.7 
180.9 
189.3 
197.6 
206.0 
214.4 
222.3 

48.36 
50.78 
53.22 
55.67 
58.12 
60.59 
63.07 
65.39 

16 
16# 
16* 
18# 

ie# 

16# 

16^ 

16% 

ill 
1« 

2>f 

To 

21/ 

14.88 
14.92 
14.96 
15.00 
15.04 
15.08 
15.12 
15.16 

230.8 
239.3 
247.9 
256.5 
265.1 
273.7 
282.4 
291.2 

67.89 
70.39 
72.91 
75.43 
77.97 
80.51 
83.07 
i85.63 

H13b 

15 
1«« 

15X 
15J< 

15^ 
15^ 

is* 

15^ 

HI 
1% 

i« 
» 
» 

14.88 
14.92 
14.96 
15.00 
15.04 
15.08 
15.12 
15.16 

226.5 
234.9 
243.3 
251.8 
260.2 
268.8 
277.3 
285.9 

66.62 
69.09 
71.56 
74.05 
76.54 
79.05 
81.56 
84.09 

BETHLEHEM    STEEL    COMPANY.                        41 

j 

—  ~%- 

1  !"] 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS           TT~" 

| 

AND  DIMENSIONS  OF 

i 

BETHLEHEM 

ROLLED  H   COLUMNS               ^ 

—  , 

(CONTINUED). 

* 

Section 

DIMENSIONS  IN  INCHES.  >  Weieht    Area> 

Section 

DIMENSIONS  IN  INCHES.  ¥flilpht 

Area, 

Number. 

D 

T 

B 

per  It., 
Lbs. 

Square 
Inches. 

Number. 

D 

T 

B 

per  Ft. 
Lbs. 

Square 
Inches. 

11% 

1A 

8.00 

40.0 

11.76 

f9 

11% 

-A* 

8.04 

45.0 

13.23 

10% 

l/2 

8.00 

38.4 

11.30 

11% 

9 

9.00 

48.1 

14.16 

ifttj; 

& 

8.04 

43.3 

12.73 

1   1    7/ 

e/ 

9.04 

55.6 

15.75 

II12s 

H% 

H* 

10.00 
10.04 

57.4 
63.3 

16.89 
18.61 

Hlls 

10% 

/' 

9.00 
9.04 

46.8 
52.1 

13.76 
15.32 

H% 

12 

/ 

11.00 
11.04 

67.1 
73.4 

19.74 
21.60 

10% 
11 

H. 

10.00 
10.03 

55.9 
61.3 

16.44 
18.02 

12 

K 

12.00 

78.0 

22.94 

12% 

**7 

12.04 

84.7 

24.92 

12X 
12% 

}|8 

12.08 
12.12 

91.5 
98.3 

26.92 
28.92 

11 

H 

11.00 

65.5 

19.26 

H12 

12% 

12.16 

105.2 

30.94 

11% 

H 

11.04 

71.7 

21.08 

12% 

iA 

12.20 

112.1 

32.96 

11* 

il 

11.08 

77.9 

22.91 

12J? 

1% 

12.23 

118.6 

34.87 

y 

11.12 

84.2 

24.75 

13 

ij 

12.27 
12.31 

125.5 
132.5 

36.91 
3X.97 

Hll 

1    1      <:/ 

ii 

11.16 
nf)f\ 

90.5 

Qfi  Q 

26.60 

rtQ  JA 

13 

13* 

il 

13.00 
13.04 
13.08 

138.1 
145.4 
152.7 

40.61 
42.76 
44.92 

11/8 
11^ 
11% 

iX 

•4\j 
11.24 
11.27 

103.1 
109.1 

30.33 
32.10 

13% 

13.12 

160.1 

47.09 

12 

1A 

11.31 

115.5 

33.98 

H12a 

1% 

13.16 

167.5 

49.27 

13% 

1  y  JT 

13.20 

174.9 

51.46 

13% 

}?1 

13.24 
13.28 

182.4 
189.9 

53.66 
55.87 

12 

1A 

12.00 

120.9 

35.54 

14 

13? 

13.31 

197.1 

57.96 

12% 

IX 

12.04 

127.6 

37.53 

14 

13/ 

14.00 

204.9 

60.27 

12* 

1A 

12.08 

134.4 

39.52 

14% 

Iff 

14.04 

212.8 

62.58 

12% 

1/8 

12.12 

141.2 

41.53 

14X 

14.08 

220.7 

64.91 

Hll  a 

12% 

lyV 

12.16 

148.1 

43.54 

H12b 

[» 

% 

14.12 
14.16 
14.20 
14.24 

228.6 
236.6 
244.6 
252.8 

67.24 
69.59 
71.94 
74.31 

12% 
12^ 
12% 

ill 

12.20 
12.24 
12.28 

154.9 
161.9 
168.8 

45.57 
47.60 
49.65 

14% 

23 
T5 

14.28 

260.7 

76.68 

13 

lyi 

12.32 

175.8 

51.70 

15 

2# 

14.32 

268.8 

79.06 

42                        BETHLEHEM    STEEL    COMPANY. 

•    * 

Ti 

I    T. 
MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS 

\D                                   AND  DIMENSIONS  OF 

BETHLEHEM 

JL  1    1                ROLLED   H   COLUMNS 

B                                              (CONTINUED). 

• 

Section 
Number. 

DIMENSIONS  IN  INCHES.  ¥eieht 

Area, 
Square 
Inches. 

Section 
Number. 

DIMENSIONS  IN  INCHES. 

Weight 
per  Ft., 
Lbs. 

Area, 
Square 
Inches. 

D 

T 

B 

>er  Fi., 
Lbs. 

D 

T 

B 

9X 

* 

8.00 

37.2 

10.95 

8* 

ft 

7.00 

28.8 

8.46 

$J4 

T'/ 

8.04 

42.0 

12.34 

8^ 

Yz 

7.04 

32.9 

9.69 

mo  s 

H9s 

9^ 

T% 

9.00 

45.4 

13.36 

8^ 

% 

8.00 

36.0 

10.59 

10 

#' 

9.04 

50.6 

14.88 

9 

A 

8.04 

40.6 

11.95 

10 

H 

10.00 

54.1 

15.91 

9 

A 

9.00 

43.8 

12.88 

10>£ 

» 

10.04 

59.7 

17.57 

9^ 

H° 

9.04 

48.9 

14.37 

iox 

%  10.08 

65.4 

19.23 

9^ 

H 

9.08 

54.0 

15.87 

10^ 

» 

10.12 

71.1 

20.91 

9/8 

^ 

9.12 

59.1 

17.38 

H10 

lbl/2 

y* 

10.16 

76.8 

22.59 

H9 

9^ 

if 

9.16 

64.3 

18.90 

1  f\  S/^C 
•*•  "/8 

M 

10.20 

82.6 

24.29 

Q  S/^C 
v  /  8 

% 

9.20 

69.5 

20.43 

10X 

i 

10.24 

88.4 

25.99 

fy 

ti 

9.24 

74.7 

21.97 

10J£ 

1A 

10.28 

94.2 

27.71 

9  ?5 

i 

9.28 

80.0 

23.52 

11 

IN 

10.31 

99.7 

29.32 

10 

iA 

9.32 

85.3 

25.08 

11 

W 

11.00 

104.7 

30.80 

10 

1A 

10.00 

90.0 

26.46 

ll/^ 

IrV 

11.04 

110.9 

32.62 

10>£ 

1}£ 

10.03 

95.3 

28.02 

1/4- 

1# 

11.08 

117.1 

34.45 

iox 

!A 

10.07 

100.9 

29.68 

11  3^8 

1T\ 

11.12 

123.4 

36.29 

10/8 

IX 

10.11 

106.6 

31.35 

HlOa 

11^ 

1^ 

11.16 

129.7 

38.14 

H9a 

10)^ 

1T5^ 

10.15 

112.3 

33.04 

H# 

1A 

11.20 

136.0 

40.00 

10^ 

1/8 

10.19 

118.1 

34.73 

11^ 

iJi 

11.24 

142.4 

41.87 

t&U 

!A 

10.23 

123.9 

36.44 

11^     1^ 

11.28 

148.8 

43.75 

I0j4 

1>^ 

10.27 

129.7 

38.15 

12 

m 

11.32 

155.2 

45.64 

11 

1A 

10.31 

135.6 

39.87 

BETHLEHEM    STEEL    COMPANY.                        43 

Q  * 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS           T|  "1 

I     f 

AND  DIMENSIONS  OF 

\ 

BETHLEHEM 

i 

ROLLED   H   COLUMNS              i  J 

,     1 

(CONCLUDED). 

Section 
Number. 

DIMENSIONS  IN  INCHES. 

Weight 
per  Ft., 
Lbs. 

Area, 
Square 
Inches. 

Section 
Number. 

DIMENSIONS  IN  INCHES. 

Weight 
per  X 
Lbs. 

Area, 
Square 
Inches. 

D 

T 

B 

D        T       B 

Base  Sections 

H8s 

8 

ft 

7.00 
7.04 

27.7 
31.8 

8.15 
9.35 

for  Building  up  Columns 
of  Large  Sectional  Area. 

8 

# 

8.00 

34.6 

10.17 

H14c 

14>6     7/i    14.90 

148.0 

43.52 

8>6 

T9^ 

8.04 

39.1 

11.50 

8X 

^ 

8.08 

43.6 

12.83 

8^ 

H 

8.12 

48.2 

14.18 

H13c 

13>£     ft    14.59 

141.0 

41.48 

H8 

8>^ 

K 

8.16 

52.8 

15.53 

8^ 

H 

8.20 

57.4 

16.90 

8^ 

# 

8.24 

62.1 

18.27 

H12c 

12*     ft    14.31 

134.5 

39.57 

8^ 

if 

8.28 

66.8 

19.66 

9 

i 

8.32 

71.6 

21.05 

9 

i 

9.00 

76.0 

22.35 

9>6 

ijV 

9.04 

81.1 

23.84 

For  full  detail  dimensions 

9^ 

i/^ 

9.07 

85.9 

25.25 

of  all  sections  of 

9/8 

IT\ 

9.11 

91.0 

26.76 

Bethlehem   Rolled    H   Columns, 

H8a 

9>£ 

1^ 

9.15 

96.1 

28.28 

see  tables  of 

9^ 

!A 

9.19 

101.3 

29.81 

Dimensions  and  Properties  of 

9^f 

1^ 

9.23106.6 

31.35 

Rolled  H  Columns, 

9^ 

1TV 

9.27 

111.8 

32.89 

pages  60  to  75  inclusive. 

10 

1/2 

9.31 

117.1 

34.45 

44 


BETHLEHEM    STEEL    COMPANY. 


STRUCTURAL    DETAILS. 


FIG.  2 


BETHLEHEM    STEEL    COMPANY. 


45 


BETHLEHEM     H     COLUMN     SECTIONS. 


Fig.  1 


Fig.  2 


I 


Fig.  3 


BUILT    COLUMN    SECTIONS. 

Fig.  4  Fig.  5  Fig.  6 


-  7 


Fig.  10 


^aJ        to 


Fig.  13 


Fig.  8 


Fig.  11 


Fig.  14 


• 
.. 


Fig.  9 


Fig.  12 


Fig.  15 


BETHLEHEM     STEEL    COMPANY. 


TYPES  OF  H  COLUMN  DETAILS. 

Fig,  1  Fig.  2 


L 


BETHLEHEM  STEEL  COMPANY. 


47 


TYPES    OF    H    COLUMN    DETAILS 
WITH    WIND    BRACING. 


48 


BETHLEHEM    STEEL    COMPANY. 


SHOP    BUILDING    CONSTRUCTION 

WITH    BETHLEHEM    WIDE    FLANGE   BFAMS   USED    FOR 
COLUMNS   AND   CRANE   GIRDERS. 


f- — -f ===ti  o     o 
I       pop  ojj  oli 

poirb  ii  6"l|oo 
i \--->\  o  1 1  o  it=-q 

\Iil7 


BETHLEHEM  STEEL  COMPANY.          49 

EXPLANATION  OF  TABLES 

OFTHE  PROPERTIES  OF  BETHLEHEM  SPECIAL 
STRUCTURAL  SHAPES. 


SPECIAL  I  BEAM  AND  GIRDER  SECTIONS. 

The  table  on  pages  56-57  gives  the  weights,  dimensions, 
areas  and  structural  properties  of  the  minimum  weights,  and 
other  weights  of  special  I  beams  usually  rolled.  The  varia- 
tions of  weights  provided  are  sufficient,  in  general,  for  all 
ordinary  purposes  of  construction.  Intermediate  or  increased 
weights  may  be  furnished  only  by  special  arrangement,  and 
only  in  variations  corresponding  to  the  regular  weights  of 
American  standard  beams. 

The  minimum  sections  of  the  special  I  beams  from  8  inches 
to  24  inches  in  depth,  inclusive,  have  the  same  section 
modulus  and  coefficient  of  strength  as  the  minimum  sections 
of  American  standard  beams  of  the  same  depth,  as  will  be 
seen  by  reference  to  the  table  of  comparison  on  page  59  ;  but 
because  of  the  more  economical  distribution  of  metal  between 
the  web  and  flange  areas  these  special  beams  weigh  10  %  less 
than  the  corresponding  standard  sections. 

Certain  of  the  intermediate  weights  of  the  special  I  beams 
are  provided  for  specific  reasons.  The  8",  9"  and  10"  beams 
have  intermediate  weights  given  for  a  web  thickness  of  X 
inch  to  comply  with  the  requirements  of  municipal  building 
laws  specifying  a  minimum  thickness  of  X  mcn  metal.  The 
light  section  of  12"  I  beam,  section  B12,  has  a  special  weight 
provided  for  a  minimum  web  thickness  of  T\  inch,  and  the 
15",  18"  and  20"  I  beams,  sections  B15,  B18  and  B20,  have 
intermediate  weights  given  corresponding  to  a  web  thickness 
of  ^  inch.  These  special  weights  are  for  the  purpose  of 
complying  with  such  specifications  as  require  a  minimum 
thickness  of  -fs  inch  or  ^  inch  metal. 

The  table  on  pages  54-55  gives  the  weights,  dimensions, 
areas  and  properties  of  the  minimum  sections  of  the  girder 
beams.  Increased  weights  may  be  furnished  only  by  special 
arrangement  and  only  in  variations  corresponding  to  the 
regular  weights  of  American  standard  beams. 


50         BETHLEHEM  STEEL  COMPANY. 

The  girder  beams  from  8  inches  to  24  inches  in  depth, 
inclusive,  have  a  section  modulus  and  coefficient  of  strength 
equal  to  that  of  two  American  standard  beams  of  minimum 
section  of  the  same  depth,  as  will  be  seen  by  reference  to  the 
table  of  comparison  on  page  58  ;  but  the  weight  of  the  girder 
beam  is,  in  general,  12^  %  less  than  that  of  the  two  standard 
beams,  not  including  the  separators  required  for  the  latter. 

The  increase  in  thickness  of  web  and  width  of  flanges  is 
given  for  one  pound  increase  in  weight  of  the  beam  or  girder 
sections,  by  means  of  which  the  dimensions  of  intermediate 
or  increased  weights  can  be  determined. 

The  coefficients  of  strength,  C  and  C',  are  calculated  for 
maximum  fiber  stresses  of  16,000  Ibs.  and  12,500  Ibs.  per 
square  inch,  respectively.  If  the  loads  are  quiescent  or  nearly 
so,  as  in  buildings,  the  coefficients  given  for  a  fiber  stress  of 
16,000  Ibs.  per  square  inch  are  generally  used  ;  but  if  moving 
loads  are  to  be  supported,  the  coefficients  for  a  fiber  stress  of 
12,500  Ibs.  per  square  inch  should  be  used.  Where  there  is  a 
sudden  application  of  loads,  as  in  railroad  bridges,  coeffici- 
ents corresponding  to  still  smaller  fiber  stresses  should  be 
used,  as  a  suddenly  applied  load  produces  a  stress  double 
that  due  to  the  same  load  in  a  quiescent  state.  The  coeffici- 
ents are  proportional  to  the  fiber  stress  assumed,  so  that  they 
can  be  found  for  any  other  fiber  stress  by  proportion.  Thus, 
for  a  fiber  stress  of  8000  Ibs.  per  square  inch  the  coefficients 
will  be  one-half  of  those  given  for  a  fiber  stress  of  16,000  Ibs. 
per  square  inch. 

The  coefficients  of  strength  provide  a  simple  means  of 
finding  the  safe  uniformly  distributed  load  on  any  shape. 
Divide  the  coefficient  given  for  the  shape  by  the  length  of  the 
span  in  feet  and  the  quotient  will  be  the  safe  uniformly  dis- 
tributed load  in  pounds,  including  the  weight  of  the  beam 
itself.  For  example,  to  find  the  safe  uniformly  distributed 
load  for  a  12"  I  beam,  section  B12a,  weighing  36  Ibs.  per 
foot,  on  a  span  of  20  feet  allowing  a  maximum  fiber  stress  of 
16,000  Ibs.  per  square  inch,  refer  to  the  table  on  page  57, 
where  the  coefficient  of  the  section  for  the  assumed  fiber 
stress  is  given  as  480,300  ;  then  the  total  safe  uniformly  dis- 
tributed load  on  the  beam  is 

480,300  -=-  20  =  24,015  Ibs., 
which  includes  the  weight  of  the  beam  itself.     Deduct  the 


BETHLEHEM    STEEL    COMPANY.  51 

weight  of  the  beam  and  the  remainder  is  the  net  safe  uniform 
load. 

In  the  usual  case  of  selecting  the  proper  beam  to  support  a 
given  load  on  a  given  span,  it  is  only  necessary  to  determine 
the  coefficient  of  strength  required  and  refer  to  the  tables  to 
find  the  section  having  a  coefficient  of  that  value.  The  coeffi- 
cient required  is  obtained  by  multiplying  the  uniformly  dis- 
tributed load  in  pounds  by  the  span  in  feet.  For  example,  to 
select  the  proper  size  of  beam  for  supporting  a  uniformly 
distributed  load  of  30,000  Ibs.,  including  its  own  weight,  on  a 
span  of  20  feet  allowing  a  fiber  stress  of  16,000  Ibs.  per  square 
inch,  the  coefficient  required  is  found  thus, 

C  ==  30,000  X  20  =  600,000 

Referring  to  the  table  on  page  57,  a  15"  beam,  section 
B15,  weighing  38  Ibs.  per  foot,  has  a  coefficient  of  629,200 
and  is  the  proper  beam  for  the  purpose. 

If  the  load  is  concentrated  at  the  center  of  the  span,  the 
safe  load  is  one-half  the  safe  uniformly  distributed  load  for 
the  same  span.  To  select  the  proper  beam  for  supporting  a 
load  concentrated  at  the  center  of  the  span,  multiply  the 
given  load  by  2  and  consider  the  result  as  a  uniformly 
distributed  load. 

If  the  load  is  not  uniformly  distributed  or  not  concen- 
trated at  the  center  of  the  span,  the  bending  moment  in  foot- 
Ibs.  must  be  obtained,  which  multiplied  by  8  will  give  the 
coefficient  required. 

The  section  modulus  may  also  be  used  for  selecting  the 
proper  beam,  or  other  shape  required  to  support  a  given 
loading.  The  section  modulus  required  is  obtained  by 
dividing  the  bending  moment,  in  inch-lbs.,  by  the  allowed 
fiber  stress  in  Ibs.  per  square  inch. 

The  maximum  fiber  stress  in  Ibs.  per  square  inch  in  a 
beam  or  other  shape  supporting  a  given  loading  is  found  by 
dividing  the  bending  moment,  in  inch-lbs.,  by  the  section 
modulus  of  the  shape. 

Formulas  for  obtaining  the  bending  moments  for  the  most 
usual  cases  of  loading  occurring  in  ordinary  practice  are  given 
on  page  234.  The  loads  are  to  be  expressed  in  pounds  and 
the  bending  moment  will  be  in  foot-lbs.,  or  inch-lbs.,  accord- 
ing as  the  lengths  are  taken  in  feet  or  in  inches. 


52  BETHLEHEM     STEEL    COMPANY. 


In  the  case  of  short  spans  fully  loaded  or  with  heavy  con- 
centrated loads,  the  crippling  strength  of  the  web  may  limit 
the  allowable  safe  load  on  the  beam,  or  may  determine  in 
the  selection  of  a  beam  for  supporting  a  given  load.  The 
tables  of  properties  of  the  special  I  beams  and  girder  beams 
give  the  maximum  safe  shear  on  the  webs,  in  net  tons  of 
2000  Ibs. ,  calculated  by  the  customary  formula, 

Maximum  safe  shear,        )  6  d  t 


in  tons  of  2000  Ibs.  j  h2 


3000  t2 

where  df— depth  of  beam,  /—thickness  of  web  and  ^=c 
distance  between  flanges,  all  dimensions  in  inches. 

The  shear  at  the  end  of  a  beam  is  one-half  of  the  uni- 
formly distributed  load  on  the  span  and  one-half  of  the  load 
if  concentrated  at  the  center  of  the  span.  Therefore  the 
maximum  uniformly  distributed  load  on  any  span,  and  the 
maximum  load  concentrated  at  the  center  of  the  span,  must 
not  be  greater  than  twice  the  safe  shear  given  for  the  web  of 
the  shape. 

If  the  safe  load  for  the  beam,  found  by  means  of  the  coef- 
ficient of  strength  or  section  modulus,  produces  a  shear 
greater  than  the  safe  shear  given  for  the  section,  the  load 
must  be  reduced  until  the  safe  shear  given  for  the  web  is  not 
exceeded.  Likewise,  in  selecting  a  beam  for  a  given  load- 
ing, if  the  section  found  to  have  the  required  coefficient  of 
strength  or  section  modulus  has  a  maximum  allowable  safe 
shear  on  the  web  less  than  that  produced  by  the  given  load- 
ing, either  the  web  must  be  stiffened  or  a  heavier  beam 
must  be  used  having  the  required  safe  shearing  strength.  In 
general  the  shearing  strength  of  the  webs  will  be  ample  for 
all  ordinary  cases  of  loading. 

ROLLED  H  COLUMN  SECTIONS. 

The  tables  on  pages  60-73,  inclusive,  give  the  dimensions, 
weights,  areas  and  structural  properties  of  the  H  column 
sections  for  all  the  variations  in  size  which  are  rolled. 

The  dimension  T,  given  in  the  tables,  is  the  nominal 
average  thickness  of  the  flange  and  is  stated  in  even  frac- 
tions of  an  inch  for  convenience.  The  actual  average 
thickness  of  the  flange  is  the  half  sum  of  the  two  dimensions 
Mand  N.  In  the  groups  of  sections  having  letters  appended 


BETHLEHEM  STEEL  COMPANY.          53 


to  the  section  number  the  nominal  average  thickness,  7", 
differs  slightly  from  the  actual  average  thickness,  as  will  be 
seen  by  inspection  of  the  tables.  The  slight  difference  is 
due  to  the  taper  of  the  flange  and  change  in  flange  width. 

The  clear  distance  between  the  flange  fillets  is  denoted  by 
the  dimension  L  given  in  the  tables,  and  is  the  depth  of  the 
flat  surface  of  the  web  available  for  connections. 

All  columns  with  the  same  numerical  section  number  are 
from  the  same  main  rolls.  Thus,  all  the  sizes  of  14X/  H 
columns  (sections  H14,  H14a,  H14b  and  H14s)  tabulated  on 
pages  60-61  are  produced  by  the  same  main  rolls.  The 
variation  in  dimensions  of  the  H14  group  of  sections  is 
formed  by  the  proportionate  separation  of  the  horizontal  and 
vertical  rolls.  The  flanges  in  the  H14a  group  of  sections  are 
permitted  to  spread  to  a  greater  width  than  in  the  H 14  group, 
and  in  the  H14b  group  the  flanges  are  allowed  to  spread  to 
a  still  greater  width,  the  variation  in  the  sizes  of  each  group 
being  produced  as  in  the  HI 4  sections  by  proportionate  sep- 
aration of  the  rolls.  The  H14s  sections  are  special  sections 
from  the  same  main  rolls  as  H14,  but  with  flanges  of  reduced 
width.  The  letters  appended  to  the  section  numbers  of  the 
different  groups  thus  indicate  a  change  only  in  the  allowed 
width  of  the  flanges. 

In  selecting  columns,  it  is  advisable  where  possible  to 
secure  the  desired  range  of  size,  from  minimum  to  maximum, 
by  confining  the  selection  to  columns  having  the  same 
numerical  section  number,  as  all  the  columns  can  then  be 
secured  from  the  same  rolling. 

The  moment  of  inertia,  section  modulus  and  radius  of 
gyration  are  given  around  both  axes  for  all  columns.  The 
section  modulus  around  the  axis  XX  may  be  used  to  deter- 
mine the  transverse  strength  in  case  it  is  desired  to  use  the 
column  sections  as  beams.  The  coefficient  of  strength  for 
such  purpose  may  be  obtained  in  the  following  manner  : 

C  =  ffS, 

where  /"—allowed  fiber  stress  in  Ibs.  per  square  inch,  and 
S— the  section  modulus. 

The  section  modulus  is  also  of  use  where  columns  are 
subject  to  bending  due  to  eccentric  loading,  as  is  explained 
in  connection  with  the  tables  of  strength  of  columns.  The 
use  of  the  radius  of  gyration  is  also  explained  in  connection 
with  the  tables  of  strength  of  columns. 


54                        BETHLEHEM    STEEL    COMPANY. 

PROPERTIES  OF 

BETHLEHEM   GIRDER   BEAMS. 

Section 
Number. 

Dpth. 
of 
Beam 
Ins. 

Weight 
per 
Foot, 
Lbs. 

Area 
of 
Section, 
So  Ins. 

Thickness 
of  Web, 
Inches. 

Width 
of 
Flange, 
Inches. 

Increase 
of  Web 
and 
Flange 
for  each 
Lb. 
Increase 
of  Weight, 
Inches. 

NEUTRAL  AXIS  PERPENDICU- 
LAR TO  WEB  AT  CENTER. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration. 

r 

Section 
Modulus. 

s 

G30a 

30 

200.0 

58.85 

.75 

15.00 

.010 

9154.7 

12.47 

610.3 

G30 

30 

175.0 

51.35 

.68 

12.00 

.010 

7851.8 

12.37 

523.5 

G28a 

28 

180.0 

52.98 

.69 

14.35 

.011 

7269.0 

11.72 

519.2 

G28 

28 

162.5 

47.81 

.65 

12.00 

.011 

6465.1 

11.63 

461.8 

G26a 

26 

160.0 

47.00 

.63 

13.60 

.011 

5618.7 

10.93 

432.2 

G26 

26 

150.0 

44.13 

.62 

12.00 

.011 

5200.4 

10.86 

400.0 

G24a 

24 

140.0 

41.03 

.56 

13.00 

.012 

4241.9 

10.17 

353.5 

G24 

24 

120.0 

35.31 

.51 

12.00 

.012 

3630.7 

10.14 

302.6 

G20 

20 

140.0 

41.28 

.64 

12.50 

.015 

2938.3 

8.44 

293.8 

G20 

20 

112.0 

32.88 

.52 

12.00 

.015 

2368.9 

8.49 

236.9 

G18 

18 

92.0 

27.09 

.47 

11.50 

.016 

1595.3 

7.67 

177.3 

G15b 

15 

140.0 

41.28 

.80 

11.75 

.020 

1591.5 

6.21 

212.2 

G15a 

15 

1040 

30.58 

.60 

11.25 

.020 

1219.7 

6.32 

162.6 

G15 

15 

73.0 

21.52 

.42 

10.50 

.020 

886.5 

6.42 

118.2 

G12a 

12 

70.0 

20.60 

.445 

10.00 

.025 

540.9 

5.12 

90.2 

G12 

12 

55.0 

16.12 

.35 

9.75 

.025 

432.0 

5.18 

72.0 

G10 

10 

44.0 

12.95 

.30 

9.00 

.030 

244.3 

4.34 

48.9 

G9 

9 

38.0 

11.18 

.29 

8.50 

.033 

169.8 

3.90 

37.7 

G8 

8 

32.5 

9.52 

.28 

8.00 

.037 

113.9 

3.46 

28.5 

W=Safe  load  in  pounds  uniformly  distributed  including  weight  of  beam. 
L=Span  in  feet.    M==Moment  of  forces  in  foot  pounds. 

BETHLEHEM    STEEL    COMPANY.                       55 

PROPERTIES  OF 

BETHLEHEM   GIRDER   BEAMS. 

COEFFICIENTS  OF  STRENGTH 

Maximum 
Safe  Shear 
on  Web, 
in 
Tons  of 
2000  Lbs. 

NEUTRAL  AXIS  COIN- 
CIDENT WITH  CEN- 
TER LINE  OF  WEB. 

Section 
Number. 

For  Fiber  Stress 
of  16,000  Lbs. 
per  Sq.  In.  for 
Buildings. 

c 

Add  for 
each  Lb. 
Increase 
in  Weight 
of  Beam. 

For  Fiber  Stress 
of  12,500  Lbs. 
per  Sq.  In.  for 
Moving  Loads. 

C' 

Add  for 
each  Lb. 
Increase 
in  Weight 
of  Beam. 

Moment 
of 
Inertia. 
tf 

Radius 
of 
Gyration. 

r' 

6,510,000 

15690 

5,085,900 

12270 

95.2 

599.7 

3.19 

G30a 

5,583,500 

15690 

4,362,100 

12270 

81.1 

346.4 

2.60 

G30 

5,538,200 

14640 

4,326,700 

11450 

81.3 

507.6 

3.09 

G28a 

4,925,800 

14640 

3,848,200 

11450 

73.8 

328.2 

2.62 

G28 

4,610,200 

13600 

3,601,700 

10630 

68.3 

414.5 

2.97 

G26a 

4,267,000 

13600 

3,333,600 

10630 

66.6 

306.5 

2.63 

G26 

3,770,700 

12550 

2,945,800 

9820 

54.9 

338.3 

2.87 

G24a 

3,227,200 

12550 

2,521,200 

9820 

46.5 

240.0 

2.61 

G24 

3,134,200 

10460 

2,448,600 

8180 

62.4 

334.3 

2.85 

G20a 

2,526,700 

10460 

1,974,000 

8180 

45.6 

232.8 

2.66 

G20 

1,890,800 

9410 

1,477,200 

7360 

37.1 

172.4 

2.52 

G18 

2,263,500 

7850 

1,768,300 

6140 

67.3 

319.2 

2.78 

G15b 

1,734,700 

7850 

1,355,200 

6140 

47.4 

203.3 

2.58 

G15a 

1,260,900 

7850 

985,100 

6140 

28.8 

116.6 

2.33 

G15 

961,600 

6280 

751,200 

4910 

28.0 

109.5 

2.31 

G12a 

768,000 

6280 

600,000 

4910 

19.7 

76.1 

2.17 

G12 

521,200 

5230 

407,200 

4090 

14.3 

53.6 

2.03 

G10 

402,500 

4710 

314,400 

3680 

12.8 

40.7 

1.91 

G9 

303,800 

4180 

237,400 

3270 

11.4 

30.3 

1.78 

G8 

Cand 

w-c 

C'=Coefficients  give 
orC'                 CorC' 

n  in  the  tables. 
CorC'=WL=8M=§fS. 

L     '         M  "      8 

56                        BETHLEHEM    STEEL    COMPANY. 

PROPERTIES  OF 

BETHLEHEM    SPECIAL  X    BEAMS. 

Increase 

NEUTRAL  AXIS  PERPENDICULAR 

Depth 

Weight 

Area 
of 

Thick- 

Width 

of  Web 
and 

TO  WEB  AT  CENTER. 

Section 
Number. 

of 
Beam, 

Inches. 

per 
Foot, 
Pounds. 

Section, 
Square 
Inches. 

of 
Web, 

Inches. 

of 

Flange, 
Inches. 

Flange  for 
each  Lb. 
Increase 
of  Weight, 

Moment 
of 
Inertia. 

Radius 
of 
Gyration. 

Section 
Modulus. 

Inches. 

1 

r 

s 

B30 

30 

120.0 

35.25 

.52 

10.00 

.010 

5270.9 

12.23 

351.4 

B28 

28 

105.0 

31.04 

.48 

9.60 

.011 

4089.1 

11.43 

292.1 

B26 

26 

90.0 

26.63 

.44 

9.15 

.011 

3043.1 

10.71 

234.1 

B24a 

24 

84.0 

24.79 

.45 

8.85 

.012 

2391.6 

9.82 

199.3 

24 

82.0 

24.33 

.50 

8.83 

.012 

2240.3 

9.60 

186.7 

B24 

24 

72.0 

21.21 

.37 

8.70 

.012 

2090.5 

9.93 

174.2 

20 

82.0 

24.23 

.57 

8.51 

.015 

1561.3 

8.03 

156.1 

B20a 

20 

72.0 

21.43 

.43 

8.37 

.015 

1467.9 

8.28 

146.8 

20 

68.0 

19.95 

.49 

7.69 

.015 

1269.6 

7.98 

127.0 

20 

63.0 

18.55 

.42 

7.62 

.015 

1223.0 

8.12 

122.3 

B20 

20 

60.0 

17.65 

.375 

7.58 

.015 

1193.1 

8.22 

119.3 

20 

58.5 

17.15 

.35 

7.55 

.015 

1176.3 

8.28 

117.6 

18 

58.5 

17.29 

.48 

7.47 

.016 

883.6 

7.15 

98.2 

B18 

18 

52.5 

15.40 

.375 

7.37 

.016 

832.9 

7.35 

92.5 

18 

48.5 

14.23 

.31 

7.30 

.016 

801.3 

7.50 

89.0 

B15b 

15 

72.0 

21.27 

.54 

7.15 

.020 

797.9 

6.13 

106.4 

15 

64.0 

18.85 

.60 

7.20 

.020 

666.8 

5.95 

88.9 

B15a 

15 

54.0 

15.85 

.40 

7.00 

.020 

610.5 

6.21 

81.4 

15 

46.0 

13.46 

.43 

6.81 

.020 

484.6 

5.99 

64.6 

B15 

15 

42.0 

12.41 

.36 

6.74 

.020 

464.9 

6.12 

62.0 

15 

38.0 

11.21 

.28 

6.66 

.020 

442.4 

6.28 

59.0 

B12a 

12 

36.0 

10.63 

.31 

6.30 

.025 

270.2 

5.04 

45.0 

12 

31.0 

9.13 

.31 

6.16 

.025 

225.2 

4.97 

37.5 

B12 

12 

28.5 

8.41 

.25 

6.10 

.025 

216.6 

5.07 

36.1 

10 

27.5 

8.05 

.34 

5.94 

.029 

134.6 

4.09 

26.9 

BIO 

10 

24.5 

7.15 

.25 

5.85 

.029 

127.1 

4.22 

25.4 

10 

22.5 

6.65 

.20 

5.80 

.029 

122.8 

4.27 

24.6 

9 

23.0 

6.76 

.31 

5.50 

.033 

92.4 

3.70 

20.5 

B9  ' 

9 

21.0 

6.22 

.25 

5.44 

.033 

88.8 

3.78 

19.7 

9 

19.0 

5.68 

.19 

5.38 

.033 

85.1 

3.87 

18.9 

8 

21.25 

6.25 

.36 

5.37 

.037 

64.7 

3.22 

16.2 

B8 

8 

18.00 

5.37 

.25 

5.26 

.037 

60.0 

3.34 

15.0 

8 

16.25 

4.81 

.18 

5.19 

.037 

57.0 

3.44 

14.3 

W=Safe  load  in  pounds  uniformly  distributed  including  weight  of  beam. 

L=Span  in  feet.    M=Moment  of  forces  in  foot  pounds. 

BETHLEHEM    STEEL    COMPANY.                        57 

PROPERTIES  OF 

BETHLEHEM    SPECIAL    I    BEAMS. 

NEUTRAL  AXIS  COIN- 

COEFFICIENTS OF  STRENGTH. 

. 

CIDENT  WITH  CEN- 

Maximum 
Safe  Shear 

TER  LINE  OF  WEB. 

For  Fiber  Stress 
of  16,000  Lbs. 
per  Square  Inch 
for  Buildings. 

Add  for 
each  Lb, 
Increase 
in  Weight 

For  Fiber  Stress 
of  12,500  Lbs. 
per  Square  Inch 
for  Moving  Loads. 

Add  for 
eachLb. 
Increase 
in  Weight 

on  Web, 
in 
Tons  of 
2000  Lbs. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration. 

Section 
Number. 

c 

of  Beam. 

C' 

of  Beam. 

|' 

r' 

3,748,200 

15690 

2,928,300 

12270 

48.7 

149.7 

2.11 

B30 

3,115,700 

14640 

2,434,200 

11450 

41.5 

122:6 

1.98 

B28 

2,496,900 

13600 

1,950,700 

10630 

34.9 

93.4 

1.87 

B26 

2,125,900 

12550 

1,660,800 

9820 

36.3 

82.0 

1.82 

B24a 

1,991,600 

12550 

1,556,000 

9820 

43.8 

71.1 

1.71 

"R94 

1,858,100 

12550 

1,451,700 

9820 

24.4 

67.7 

1.79 

D(A 

1,665,400 

10460 

1,301,100 

8180 

51.5 

71.5 

1.72 

T>t)A  _ 

1,565,800 

10460 

1,223,200 

8180 

32.7 

67.6 

1.78 

x>ZU  a 

1,354,600 

10460 

1,058,000 

8180 

40.4 

45.7 

1  51 

1,304,500 

10460 

1,019,100 

8180 

31.1 

44.3 

1.54 

~R9H 

1,272,600 

10460 

994,200 

8180 

25.3 

43.4 

1.57 

X>ZU 

1,254,800 

10460 

980,300 

8180 

22.2 

43.0 

1.58 

1,047,500 

9410 

818,300 

7360 

37.4 

35.9 

1.44 

987,200 

9410 

771,300 

7360 

24.8 

34.4 

1.49 

B18 

949,800 

9410 

742,000 

7360 

17.4 

33.4 

1.53 

1,134,800 

7850 

886,600 

6140 

41.2 

55.1 

1.61 

B15b 

948,100 

7850 

740,700 

6140 

46.6 

40.8 

1.47 

~R1  ^  a 

868,100 

7850 

678,200 

6140 

26.5 

37.2 

1.53 

-D1U  it 

689,200 

7850 

538,400 

6140 

29.1 

24.2 

1.34 

661,200 

7850 

516,500 

6140 

22.1 

23.4 

1.37 

B15 

629,200 

7850 

491,600 

6140 

14.2 

22.5 

1.42 

480,300 

6280 

375,300 

4910 

16.2 

20.4 

1.38 

B12a 

400,300 

6280 

312,800 

4910 

16.0 

14.7 

1.27 

385,000 

6280 

300,800 

4910 

11.2 

14.2 

1.30 

B12 

287,300 

5230 

224,400 

4090 

16.7 

11.7 

1.20 

271,300 

5230 

211,900 

4090 

10.6 

11.1 

1.24 

BIO 

262,000 

5230 

204,700 

4090 

7.3 

10.8 

1.27 

219,100 

4710 

171,200 

3680 

13.8 

8.5 

1.12 

210,300 

4710 

164,300 

3680 

10.0 

8.2 

1.15 

B9 

201,800 

4710 

157,700 

3680 

6.5 

7.9 

1.18 

172,500 

4180 

134,800 

3270 

15.3 

6.8 

1.05 

160,000 

4180 

125,000 

3270 

9.5 

6.4 

1.09 

B8 

152,000 

4180 

118,800 

3270 

5.7 

6.1 

1.12 

C  and  C'=Coefficients  given  in  the  table. 

n  or  ry                 n  r»r  rv 

AV—                S   •             > 

f  =  _*_  ;       c  or  C'=W  L=8M=§  f  S. 

o 

VV          L 

58                       BETHLEHEM    STEEL    COMPANY. 

COMPARISON  OF 

BETHLEHEM    GIRDER    BEAMS 

WITH  GIRDERS  OF  AMERICAN  STANDARD  BEAMS. 

BETHBLEHEM  GIRDER  BEAMS. 

EQUIVALENT  GIRDERS 
OF  AMERICAN  STANDARD  BEAMS. 

Economy 
of 
Bethlehem 
Beams, 
Pounds 
per  Foot. 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per 
Foot, 
Pounds. 

Section 
Modulus. 

Number 
of 
Beams. 

Depth 
of 
Beams, 
Inches. 

Weight 
of  each 
Beam, 
Lbs.  per 
Foot. 

Section 
Modulus 
of  two 
Beams. 

G30a 

30 

200 

610.3 

G30 

30 

175 

523.5 

G28a 

28 

180 

519.2 

G28 

28 

162.5 

461.8 

G26a 

26 

160 

432.2 

G26 

26 

150 

400.0 

2 

24 

100 

396.8 

50 

G24a 

24 

140 

353.5 

2 

24 

80 

348.0 

20 

G24 

24 

120 

302.6 

2 

20 

85 

301.8 

50 

G20a 

20 

140 

293.8 

2 

20 

80 

293.4 

20 

G20 

20 

112 

236.9 

2 

20 

65 

234.0 

18 

G18 

18 

92 

177.3 

2 

18 

55 

176.8 

18 

G15b 

15 

140 

212.2 

2 

15 

80 

212.2 

20 

G15a 

15 

104 

162.6 

2 

15 

60 

162.4 

16 

G15 

15 

73 

118.2 

2 

15 

42 

117.8 

11 

G12a 

12 

70 

90.2 

2 

12 

40 

89.6 

10 

G12 

12 

55 

72.0 

2 

12 

31.5 

72.0 

8 

G10 

10 

44 

48.9 

2 

10 

25 

48.8 

6 

G9 

9 

38 

37.7 

2 

9 

21 

37.8 

4 

G8 

8 

32.5 

28.5 

2 

8 

18 

28.4 

3.5 

The  difference  in  weights  does  not  include  separators  for  assembling 
the  American  standard  beams  into  girders.    The  weights  of  such  separators 
vary  from  about  1.5  Ibs  per  foot  for  for  8"  beams  to  about  5.5  ]bs  per  foot  for 
24"  beams.     The  actual  economy  in  weight  of  the  Bethlehem  Girder  Beams 
is  increased  to  the  same  extent. 

BETHLEHEM    STEEL    COMPANY.                        59 

COMPARISON  OF 

BETHLEHEM   SPECIAL  X   BEAMS 

WITH    AMERICAN    STANDARD    X    BEAMS. 

BETHLEHEM  SPECIAL  BEAMS. 

EQUIVALENT  AMERICAN  STANDARD  BEAMS. 

Economy 

Section 
Number. 

Depth 
of 
Beam, 

Weight 

C 

Section 
Modulus. 

Number 
of 

Depth 
of 
Beam. 

Weight 

Section 
Modulus. 

Bethlehem 
Beams, 
Pounds 

Inches. 

Pounds. 

Beams. 

Inches. 

Pounds. 

per  Foot. 

B30 

30 

120.0 

351.4 

2 

24 

80  each 

3480 

40.0* 

B28 

28 

105.0 

292.1 

2 

20 

80  each 

293.4 

55.0* 

B26 

26 

90.0 

234.1 

2 

20 

65  each 

234.0 

40.0* 

B24a 

24 

84.0 

199.3 

1 

24 

100.0 

198.4 

16.0 

24 

82.0 

186.7 

1 

24 

90.0 

186.6 

8.0 

B24 

24 

72.0 

174.2 

1 

24 

80.0 

174.0 

8.0 

20 

82.0 

156.1 

1 

20 

90.0 

155.8 

8.0 

B20a 

20 

72.0 

146.8 

1 

20 

80.0 

146.7 

8.0 

20 

68.0 

127.0 

1 

20 

75.0 

126.9 

7.0 

20 

63.0 

122.3 

1 

20 

70.0 

122.0 

7.0 

20 

60.0 

119.3 

1 

20 

67.0 

119.0 

7.0 

B20 

20 

58.5 

117.6 

1 

20 

65.0 

117.0 

6.5 

18 

58.5 

98.2 

1 

18 

65.0 

97.9 

6.5 

B18 

18 

52.5 

92.5 

1 

18 

59.0 

92.6 

6.5 

18 

48.5 

89.0 

1 

18 

55.0 

88.4 

6.5 

B15b 

15 

72.0 

106.4 

1 

15 

80.0 

106.1 

8.0 

15 

64.0 

88.9 

1 

15 

70.0 

88.5 

6.0 

B15a 

15 

54.0 

81.4 

1 

15 

60.0 

81.2 

6.0 

15 

46.0 

64.6 

1 

15 

50.0 

64.5 

4.0 

15 

42.0 

62.0 

1 

15 

46.5 

61.9 

4.5 

B15 

15 

38.0 

59.0 

1 

15 

42.0 

58.9 

4.0 

B12a 

12 

36.0 

45.0 

1 

12 

40.0 

44.8 

4.0 

12 

31.0 

37.5 

1 

12 

34.0 

37.5 

3.0 

B12 

12 

28.5 

36.1 

1 

12 

31.5 

36.0 

3.0 

10 

27.5 

26.9 

1 

10 

30.0 

26.8 

2.5 

BIO 

10 

24.5 

25.4 

1 

10 

27.0 

254 

2.5 

10 

22.5 

24.6 

1 

10 

25.0 

24.4 

2.5 

9 

23.0 

20.5 

1 

9 

25.0 

20.4 

2.0 

B9 

9 

21.0 

197 

1 

9 

23.5 

19.8 

2.5 

9 

19.0 

18.9 

1 

9 

21.0 

18.9 

2.0 

8 

21.25 

16.2 

1 

8 

23.0 

16.1 

1.75 

B8 

8 

18.0 

150 

1 

8 

20.0 

15.0 

2.0 

8 

16.25 

14.3 

1 

8 

18.0 

14.2 

1.75 

*This  difference  in  weights  does  not  include  separators  for  assembling  the 
American  standard  beams  into  girders. 

60                        BETHLEHEM    STEEL    COMPANY. 

* 

J  '•f* 

r't              . 

•\  T>r         "^                           DIMENSIONS  AND  PROPERTIES  OF 

\"  w    [    *     BETHLEHEM  ROLLED  STEEL 

M~in  —  £££=±3  i                 14"  H  COLUMNS 

Xj 

1+           -B-         _», 

Weight 

DIMENSIONS  IN   INCHES. 

Section 
Kumter. 

Section, 
Lbs. 

Nominal. 

per  Foot. 

D 

T 

B 

W 

M 

N 

G 

L 

42.6 

13^8 

y* 

8.00 

.33 

.491 

.567 

15>| 

47.8 

T\ 

8.04 

.37 

.553 

.630 

15^ 

51.4 

13>£ 

T^S" 

9.00 

.37 

.544 

.630 

16# 

57.1 

Iftff 

H  b 

9.04 

.41 

.606 

.692 

16^ 

61.0 

13|^ 

y% 

10.00 

.41 

.597 

.692 

16  15. 

H14s 

66.7 

13*- 

\\ 

10.03 

.44 

.659 

.755 

17TV 

71.0 

13^ 

** 

11.00 

.44 

.649 

.755 

17  H 

77.6 

13^6 

% 

11.04 

.48 

.712 

.817 

82.2 

13j£ 

H 

12.00 

.48 

.702 

.817 

18^ 

89.2 

14 

*t 

12.04 

.52 

.765 

.880 

18^ 

93.7 

14 

a 

13.00 

.51 

.755 

.880 

19^ 

98.8 

14 

H 

14.00 

.51 

.745 

.880 

19** 

V 

106.7 

14ji 

14.04 

.55 

.808 

.942 

l»t* 

§V 

114.6 

MX 

yf 

14.08 

.59 

.870 

1.005 

20TV 

122.5 

14# 

i 

14.12 

.63 

.933 

1.067 

20A 

(H 

H14 

130.5 

1A 

14.16 

.67 

.995 

1.130 

20^ 

II 

138.0 

Mji 

iH 

14.19 

.70 

1.058 

1.192 

20^ 

146.0 

14^ 

14.23 

.74 

1.120 

1.255 

20^ 

1 

154.1 

14^ 

\i/ 

14.27 

.78 

1.183 

1.317 

to 

162.2 

15 

1A 

14.31 

.82 

1.245 

1.380 

20^ 

I 

164.4 

15 

1A 

14.57 

.82 

1.242 

1.380 

20if 

.2 

172.7 

15/^ 

\y^ 

14.61 

.86 

1.305 

1.442 

. 

H14a 

180.9 
189.3 

15X 
15H 

IS 

14.65 
14.69 

.90 
.94 

1.367 
1.430 

1.505 
1.567 

21  A 

21X 

197.6 

1  5  5*2 

14.73 

.98 

1.492 

1.630 

21^j 

206.0 

15  5^ 

\y% 

14.77 

1.02 

1.555 

1.692 

21^ 

214.4 

15|^ 

l*t 

14.81 

1.06 

1.617 

1.755 

21^6 

222.3 

15^ 

IM 

14.84 

1.09 

1.680 

1.817 

21^ 

230.8 

16 

H1 

14.88 

1.13 

1.742 

1.880 

21^ 

239.3 

WjS 

14.92 

1.17 

1.805 

1.942 

22 

247.9 

16X 

IT* 

14.96 

1.21 

1.867 

2.005 

22^ 

H14b 

256.5 

2 

15.00 

1.25 

1.930 

2.067 

22^ 

265.1 

16^ 

2yV 

15.04 

1.29 

1.992 

2.130 

22H 

273.7 

16^ 

2/^ 

15.08 

1.33 

2.055 

2.192 

22jV 

282.4 

16^ 

2A 

15.12 

1.37 

2.117 

2.255 

22ft 

291.2 

16^ 

15.16 

1.41 

2.180 

2.317 

22H 

BETHLEHEM     STEEL    COMPANY.                       61 

Y 

DIMENSIONS  AND  PROPERTIES  OF                         '  1 

a 

BETHLEHEM     ROLLED    STEEL     x 

x 

14"  H   COLUMNS.                      ,  I 

1 

V 

¥ekht 

Area 

r\t 

AXIS    XX. 

AXIS   YY. 

01 

Section, 

u* 

01 

Section, 
Square 

Moment 
of  Inertia. 

Section 
Modulus. 

Radius  of 
Gyration. 

Moment 
of  Inertia. 

Section 
Modulus. 

Radius  of 
Gyration. 

Section 
Number. 

per  Foot. 

Inches. 

1 

s 

r 

i/ 

S' 

r' 

426 

12.53 

400.8 

59.9 

566 

43.6 

10.9 

1.87 

47.8 

14.07 

454.1 

67.3 

5.68 

49.7 

12.4 

1.88 

51.4 

15.12 

4983 

73.8 

5.76 

68.8 

15.3 

2.13 

67.1 

16.79 

558.5 

82.0 

5.77 

77.5 

17.1 

2.16 

61.0 

17.95 

607.5 

89.2 

5.82 

103.7 

20.7 

2.40 

66.7 

19.61 

672.5 

97.8 

5.84 

115.1 

23.0 

2.42 

H14s 

71.0 

20.88 

7270 

105.7 

5.90 

150,2 

27.3 

2.68 

77.6 

22.81 

800.6 

115.4 

5.93 

165.9 

30.1 

2.70 

82.2 

24.17 

860.4 

124.0 

5.97 

211.0 

35.2 

2.96 

89.2 

26.23 

9424 

134.6 

5.99 

231.4 

38.4 

2.97 

93.7 

27.56 

1004.7 

143.5 

6.04 

288.5 

44.4 

3.24 

98.8 

29.06 

1070.6 

153.0 

6.07 

355.9 

50.8 

3.50 

106  7 

31.38 

1166.6 

165.2 

6.10 

387.8 

55.2 

3.52 

114.6 

33.70 

1264.5 

177.5 

6.13 

420.3 

59.7 

3.53 

122.5 

36.04 

1364.6 

189.9 

6.16 

453.4 

64.2 

3.55 

130.5 

38.38 

1466.7 

202.3 

6.18 

486.9 

68.8 

3-56 

H14 

138.0 

40.59 

1568.4 

214.5 

6.21 

519.7 

73.3 

3.58 

146.0 

42.95 

1674.7 

227.1 

6.24 

554.4 

77.9 

3.59 

154.1 

45.33 

1783.3 

239.8 

6.27 

589.5 

82.6 

3.61 

162.2 

47.71 

1894.0 

252.5 

6.31 

625.1 

87.4 

3.62 

164.4 

48.36 

1924.7 

256.6 

6.32 

659.8 

90.6 

3.69 

172.7 

50.78 

2039.5 

269.7 

6.34 

697.9 

955 

3.71 

180.9 

53.22 

2156.7 

282.8 

6.37 

736.5 

100.5 

3.72 

189.3 

55.67 

2276.1 

296.1 

6.39 

775.8 

105.6 

3.73 

H14a 

197.6 

58.12 

2397.9 

309.3 

6.42 

815.6 

110.7 

3.75 

206.0 

60.59 

2622.1 

322.8 

6.45 

856,0 

115.9 

3.76 

214.4 

63.07 

2648.7 

336.3 

6.48 

897.0 

121.1 

3.77 

222.3 

65.39 

2774,5 

349.5 

6.51 

936.6 

126.2 

3.78 

230.8 

67.89 

29059 

363.2 

6.55 

978.7 

131.5 

3.80 

239.3 

70.39 

3039.9 

377.0 

6.57 

1021.4 

136.9 

3.81 

247.9 

72.91 

3176.3 

390.9 

6.60 

1064.7 

142.3 

3.82 

256.5 

75.43 

3315.4 

404.9 

6.63 

1108.7 

147.8 

3.83 

H14b 

265.1 

77.97 

3457.0 

419.0 

6.66 

1153.3 

153.4 

385 

273.7 

80.  5  L 

3601.2 

433.2 

6.69 

1198.5 

158.9 

3.86 

282.4 

83.07 

3748.1 

447.5 

6.72 

1244.3 

164.6 

3.87 

291.2 

85.63 

3897.7 

462.0 

6.75 

1290.7 

170.3 

3.88 

62                         BETHLEHEM    STEEL    COMPANY. 

* 

D  -F 

X.    Tt    If        *      j                      DIMENSIONS  AND  PROPERTIES  OF 

\ 

^        —  >•    <-                     ' 

Xx    w               BETHLEHEM    ROLLED  STEEL 

M.in  —  ;H£EE=i  i                 i*"  u  r^m  UMNS 

V 

° 

Ij 



Weight 

DIMENSIONS    IN    INCHES. 

Section 

of 
Section 

Number. 

Lbs.  ' 

Nominal. 

per  Foot. 

D 

T 

B 

W 

M 

N 

G         L 

41.2 

12% 

# 

8.00 

.33 

.486 

.562 

14^ 

46.3 

12% 

T9F 

8.04 

.37 

.548 

.625 

14% 

49.9 

12# 

T96 

9.00 

.37 

.539 

.625 

15T7_ 

55.0 

12% 

%  b 

9.03 

.40 

.601 

.687 

15T«k 

H13s 

58.9 

12% 

% 

10.00 

.40 

.591 

.687 

16% 

64.9 

123^ 

il 

10.04 

.44 

.654 

.750 

16/4^ 

69.1 

12* 

\\ 

11.00 

.44 

.644 

.750 

16% 

75.6 

12% 

% 

11.04 

.48 

.707 

.812 

17 

79.8 

12% 

K 

12.00 

.47 

.697 

.812 

17% 

86.6 

13 

\\ 

12.04 

.51 

.760 

.875 

17^ 

91.5 

13 

T! 

13.00 

.51 

.750 

.875 

18T76 

98.9 

13% 

%lb 

13.04 

.55 

.813 

.937 

18% 

106.2 

13* 

if 

13.08 

.59 

.875 

1.000 

18% 

^ 

113.6 

13/8 

13.12 

.63 

.938 

1.062 

18|^ 

o 

H13 

121.0 

1TV 

13.16 

.67 

1.000 

1.125 

18% 

o 

I—I 

128.0 

13% 

1% 

13.19 

.70 

1.063 

1.187 

19 

II 

135.5 

13* 

13.23 

.74 

1.125 

1.250 

19% 

I! 

143.0 

IX 

13.27 

.78 

1.188 

1.312 

19  ^ 

•*• 

150.5 

14  8 

ifV 

13.31 

.82 

1.250 

1.375 

19/8 

156.4 

14 

ifV 

14.00 

.82 

1.243 

1.375 

1913 

8 

164.2 

14% 

1  % 

14.04 

.86 

1.306 

1.437 

1911 

172.1 

lyV 

14.08 

.90 

1.368 

1.500 

•a 

180.1 

14% 

1% 

14.12 

.94 

1.431 

1.562 

20A 

J 

H13a 

188.0 

14% 

IT^" 

14.16 

.98 

1.493 

1.625 

20^ 

196.1 

14% 

1% 

14.20 

1.02 

1.556 

1.687 

20% 

204.1 

14^ 

Hi 

14.24 

1.06 

1.618 

1.750 

20% 

211.7 

14% 

IX 

14.27 

1.09 

1.681 

1.812 

20% 

219.8 

15 

ill 

14.31 

1.13 

1.743 

1.875 

20^ 

226.5 

15 

HI 

14.88 

1.13 

1.737 

1.875 

21% 

234.9 

15% 

1% 

14.92 

1.17 

1.800 

1.937 

2l# 

243.3 

15  ^ 

14.96 

1.21 

1.862 

2.000 

21/8 

H13b 

251.8 
260.2 

153/g 

2TV 

15.00 
15.04 

1.25 
1.29 

1.925 

1.987 

2.062 
2.125 

21% 

21% 

268.8 

15% 

2% 

15.08 

1.33 

2.050 

2.187 

21^ 

277.3 

15|4f 

15.12 

1.37 

2.112 

2.250 

21% 

285.9 

15% 

2X 

15.16 

1.41 

2.175 

2.312 

22 

BETHLEHEM    STEEL    COMPANY.                        63 

Y 

DIMENSIONS  AND  PROPERTIES  OF 

l 

BETHLEHEM    ROLLED   STEEL       y 

x 

13'  H   COLUMNS.                       ,  I 

| 

y 

Weight 

Area 
f 

AXIS  XX. 

AXIS   YY. 

of 
Section. 

01 

Section, 

Moment 

Section 

Radius  of 

Moment 

Section 

Radius  of 

Section 

Lbs. 

Square 

of  Inertia. 

Modulus. 

Gyration. 

of  Inertia. 

Modulus. 

Gyration. 

Number. 

per  Foot. 

Inches. 

1 

s 

r 

r 

S' 

r' 

41.2 

12.12 

334.5 

54.1 

5.25 

43.2 

10.8 

1.89 

46.3 

13.62 

379.7 

60.8 

5.28 

49.3 

12.3 

1.90 

49.9 

14.67 

417.0 

66.7 

5.33 

68.2 

J5.2 

2.16 

55.0 

16.17 

466.5 

73.9 

5.37 

76.6 

17.0 

2.18 

58.9 

17.33 

508.3 

80.5 

5.42 

102.8 

20.6 

2.44 

H13s 

64.9 

19.09 

565.6 

88.7 

5.44 

114.6 

22.8 

2.45 

69.1 

20.33 

611.2 

95.9 

5.48 

149.1 

27.1 

2.71 

75.6 

22.22 

674.8 

104.8 

5.51 

164.8 

29.9 

2.72 

79.8 

23.46 

723.5 

112.4 

5.55 

209.5 

34.9 

2.99 

86.6 

25.48 

793.6 

122.1 

5.58 

229.9 

38.2 

3.00 

91.5 

26.93 

847.9 

130.5 

5.61 

286.7 

44.1 

3.26 

98.9 

29.08 

924.8 

140.9 

5.64 

312.5 

47.9 

3.28 

106.2 

31.24 

1003.5 

151.5 

5.67 

338.8 

51.8 

3.29 

113.6 

33.41 

1083.9 

162.1 

5.70 

365.5 

55.7 

3.31 

121.0 

35.59 

1166.1 

172.8 

5.72 

392.7 

59.7 

3.32 

H13 

128.0 

37.64 

1248.1 

183.2 

5.76 

419.3 

63.6 

3.34 

135.5 

39.84 

1333.9 

194.0 

5.79 

447.4 

67.6 

3.35 

143.0 

42.05 

1421.7 

204.9 

5.82 

475.9 

71.7 

3.36 

1505 

44  27 

1511.4 

215.9 

5.84 

504.9 

75.9 

3.38 

156.4 

45.99 

1581.6 

225.9 

5.86 

585.1 

83.6 

3.57 

164.2 

48.30 

1677.5 

237.5 

5.89 

619.0 

88.2 

3.58 

172.1 

50.63 

1775.5 

249.2 

5.92 

653.6 

92.8 

3.59 

180.1 

52.96 

1875.5 

260.9 

5.95 

688.6 

97.5 

3.61 

188.0 

55.31 

1977.7 

272.8 

5.98 

724.2 

102.3 

3.62 

H13a 

196.1 

57.66 

2081.9 

284.7 

6.01 

760.3 

107.1 

3.63 

204.1 

60.03 

2188.4 

296.7 

6.04 

797.0 

111.9 

3.64 

211.7 

62.25 

2294.2 

308.5 

6.07 

832.4 

116.7 

3.66 

219.8 

64.64 

2404.9 

320.7 

6.10 

870.2 

121.6 

3.67 

226.5 

66.62 

2492.7 

332.4 

6.12 

975.8 

131.2 

3.83 

234.9 

69.09 

2609  7 

345.1 

6.15 

1018.5 

136.5 

3.84 

243.3 

71.56 

2729.1 

357.9 

6.18 

1061.8 

141.9 

3.85 

251.8 

74.05 

2850.8 

370.8 

6.21 

1105.7 

147.4 

3.86 

TTI^  Vi 

260.2 

76.54 

2974.9 

383.9 

6.24 

1150.2 

152.9 

3.88 

1  1  1O  U 

268.8 

79.05 

3101.5 

396.9 

6.26 

1195.4 

158.5 

3.89 

277.3 

81.56 

3230.5 

410.2 

6.29 

1241.2 

164.2 

3.90 

285.9 

84.09 

3361.9 

423.6 

6.32 

1287.6 

169.9 

3.91 

64                       BETHLEHEM    STEEL    COMPANY. 

f 

-\  T  f  H  f~~~T                           DIMENSIONS  AND  PROPERTIES  OF 

\ 

V*  w    [    ?    BETHLEHEM    ROLLED  STEEL 

M"il  —  N^~~l  *                  12"  H   COLUMNS 

!<  —  B~--*J 

Veteht 

DIMENSIONS    IN    INCHES. 

Section 
Number. 

Section, 
Lbs. 

Nominal. 

per  Foot. 

D 

T 

B 

W 

M 

N 

G 

L 

40.0 

11^ 

X 

8.00 

.33 

.481 

.558 

14ft 

45.0 

11# 

T* 

8.04 

.37 

.543 

.620 

48.1 

H^ 

A 

9.00 

.36 

.534 

.620 

14^ 

55.6 

113/ 

5^ 

9.04 

.40 

.596 

.683 

H12s 

57.4 

11% 

H 

10.00 

.40 

.587 

.683 

l^ft 

63.3 

H^J 

H 

10.04 

.44 

.649 

.745 

W& 

67.1 

11  fa 

T^ 

11.00 

.43 

.639 

.745 

ISA 

73.4 

12 

^ 

11.04 

.47 

.702 

.808 

16A 

78.0 

12 

if 

12.00 

.47 

.692 

.808 

17 

84.7 

12j^ 

H 

12.04 

.51 

.755 

.870 

17/-6 

91.5 

12* 

12.08 

.55 

.817 

.933 

^^ 

98.3 

ri1 

12.12 

.59 

.880 

.995 

v 

H12 

105.2 

12^ 

i 

12.16 

.63 

.942 

1.058 

17ft 

rH 

112.1 

12jHs 

ift 

12.20 

.67 

1.005 

1  120 

17T9ir 

O5 

118.6 

12^ 

l% 

12.23 

.70 

1.067 

1.183 

17ff 

II 

125.5 

12^6 

12.27 

.74 

1.130 

1.245 

II 

132.5 

13 

i* 

12.31 

.78 

1.192 

1.308 

17|| 

-M 

g 

138.1 

13 

i% 

13.00 

.78 

1.185 

1.308 

18ft 

1 
p 

145.4 

13^| 

iT5^. 

13.04 

.82 

1.248 

1.370 

8 

152.7 

13^ 

i^ 

13.08 

.86 

1.310 

1.433 

18^6 

•2 

160.1 

13^ 

ITS 

13.12 

.90 

1.373 

1.495 

18^ 

H12a 

167.5 

1  1^ 

13.16 

.94 

1.435 

1.558 

18J^ 

_J 

1749 

13^i 

1ft 

13.20 

.98 

1.498 

1.620 

19 

182.4 

13^ 

1^ 

13.24 

1.02 

1.560 

1.683 

19/^ 

189.9 

13^6 

11.1. 

13.28 

1.06 

1.623 

1.745 

1  Q  i  / 

i  v  /Q. 

197.1 

14 

1^ 

13.31 

1.09 

1.685 

1.808 

19/8 

204.9 

14 

1^ 

14.00 

1.09 

1.679 

1.808 

19|| 

212.8 

14# 

HI 

14.04 

1.13 

1.741 

1.870 

19}f 

220.7 

ux 

\y% 

14.08 

117 

1.804 

1.933 

20ft 

228.6 

IT! 

14.12 

1.21 

1.866 

1.995 

20ft 

H12b 

236.6 

14  l/z 

2 

14.16 

1,25 

1.929 

2.058 

20ft 

244.6 

14  *A 

o  1 

14.20 

1.29 

1.991 

2.120 

20^ 

252.8 

14fc' 

2^ 

14.24 

1.33 

2.054 

2.183 

20^ 

260.7 

2ft 

14.28 

1.37 

2.116 

2.245 

20  $ 

268.8 

15 

2^ 

14.32 

1.41 

2.179 

2.308 

203/ 

BETHLEHEM    STEEL    COMPANY.                       65 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED   STEEL     x 
12     H   COLUMNS. 

Y! 

1 

x 

iv 

Weight 
of 
Section, 
Lbs. 
per  Foot. 

Area 
of 
Section, 
Square 
Inches. 

AXIS    XX. 

AXIS   YY. 

Section 
Number. 

Moment 
of  Inertia. 

Section 
Modulus. 

S 

Radius  of 
Gyration. 

r 

Moment 
of  Inertia. 
•  / 

Section 
Modulus. 

S' 

Radius  of 
Gyratiop. 

r' 

40.0 
45.0 

48.1 
55.6 

57.4 
63.3 

67.1 
73.4 

11.76 
13.23 

14.16 
15.75 

16.89 
18.61 

19.74 
21.60 

282.1 
320.8 

351.6 
395.4 

430.8 
480.0 

518.0 
572.8 

49.1 
55.2 

60.5 
67.3 

73.3 

80.8 

87.3 
95.5 

4.90 
4.92 

4.98 
5.01 

5.05 
5.08 

5.12 
5.15 

42.8 
48.9 

67.6 
76.3 

102.0 
113.8 

148.0 
163.7 

10.7 
12.2 

15.0 
16.9 

20.4 
22.7 

26.9 
29.7 

1.91 
1.92 

2.19 
2.20 

2.46 
2.47 

2.74 
2.75 

H12s 

H12 
H12a 
H12b 

78.0 
84.7 
91.5 
98.3 
105.2 
112.1 
118.6 
125.5 
132.5 

22.94 
24.92 
26.92 
28.92 
30.94 
32.96 
34.87 
36.91 
38.97 

615.6 
676.1 
738.1 
801.7 
866.8 
933.4 
1000.0 
1069.8 
1141.3 

102.6 
111.5 
120.5 
129.6 
138.6 
147.9 
156.9 
166.2 
175.6 

5.18 
5.21 
5.24 
5.27 
5.30 
5.33 
5.36 
5.38 
5.41 

208.1 
228.5 
249.2 
270.1 
291.7 
313.6 
335.0 
357.7 
380.7 

34.7 
37.9 
41.3 
44.6 
48.0 
51.4 
54.8 
58.3 
61.9 

3.01 
3.03 
3.04 
3.06 
3.07 
3.08 
3,10 
3.11 
3.13 

138.1 
145.4 
152.7 
160.1 
167.5 
174.9 
182.4 
189.9 
197.1 

40.61 
42.76 
44.92 
47.09 
49.27 
51.46 
53.66 
55.87 
57.96 

1198.8 
1275.6 
1354.2 
1434.6 
1516.9 
1601.0 
1686.9 
1774.7 
1862.2 

184.4 
194.4 
204.4 
214.5 
224.7 
235.0 
245.4 
255.8 
266.0 

5.43 
5.46 
5.49 
5.52 
5.55 
5.58 
5.61 
5.64 
5.67 

446.4 
473.7 
501.5 
529.8 
558.5 
587.7 
617.4 
647.5 
676.6 

68.7 
72.7 
76.7 
80.8 
84.9 
89.0 
93.3 
97.5 
101.7 

3.32 
3.33 
3.34 
3.35 
3.37 
3.38 
3.39 
3.40 
3.42 

204.9 
212.8 
220.7 
228.6 
236.6 
244.6 
252.8 
260.7 
268.8 

60.27 
62.58 
64.91 
67.24 
69.59 
71.94 
74.31 
76.68 
79.06 

1950.8 
2046.7 
2144.7 
2244.7 
2346.9 
2451.1 
2557.6 
2666.2 
2777.0 

278.7 
289.8 
301.0 
312.3 
323.7 
335.2 
346.8 
358.5 
370.3 

5.69 
5.72 
5.75 
5.78 
5.81 
5.84 
5.87 
5.90 
5.93 

784.8 
820.5 
856.8 
893.6 
931.0 
969.0 
1007.5 
1046.5 
1086.2 

112.1 
116.9 
121.6 
126.6 
131.5 
136.5 
141.5 
146.6 
151.7 

3.61 
3.62 
3.63 
3.65 
3.66 
3.67 
3.68 
3.69 
3.71 

66                       BETHLEHEM    STEEL    COMPANY. 

* 

DIMENSIONS  AND  PROPERTIES  OF 

.<     Tf 

•Yfrrrr'  T 

T          1 

\ 

2     i 

\ 

X 

V'*T  t   BETHLEHEM    ROLLED   STEEL 

4"        _—  N 

^4  A.  j 

M    —  1 

J  *                    11      M    COLUMNS. 

~ri          V 

j 

{<•       -B- 

Wefeht 
of 

DIMENSIONS    IN    INCHES. 

Section 

Ration 

| 

Number.       "^hs"* 

Nominal. 

per  Foot. 

D 

T 

B 

W 

M 

N 

G 

L 

38.4 

10% 

# 

8.00 

.32 

.476 

.553 

IS* 

43.3 

to* 

T9* 

8.04 

.36 

.539 

.615 

9& 

Hlls 

46.8 

io* 

A 

9.00 

.36 

.529 

.615 

i*A 

52.1 

10% 

%         9.04 

.40 

.591 

.678 

UTS 

55.9 

10% 

% 

10.00 

.40 

.582 

.678 

14}3 

61.3 

11       ifj       10.03       .43 

.644 

.740 

14  is 

! 

65.5 

11 

H  11.00 

.43 

.635 

.740 

15* 

71.7 

11% 

* 

11.04 

.47 

.697 

.803 

15}1 

^ 

77.9 

\\14 

if 

11.08 

.51 

.760 

.865 

l^tt 

00 

84.2 

\\y% 

% 

11.12 

.55       .822 

.928 

15|f 

II 

Hll 

90.5 

u# 

ft 

11.16 

.59 

.885 

.990 

i«A 

* 

96.8 

11% 

1 

11.20 

.63 

.947 

1.053 

153 

£ 

103.1 

it* 

TTf 

11.24 

.67 

1.010 

1.115 

Wft 

CO 

H 
o 

109.1 

11% 

1/1 

11.27 

.70 

1.072 

1.178 

16ji 

o 

115.5 

12 

1* 

11.31 

.74 

1.135 

1.240 

16% 

-J 

120.9 

12 

1ft 

12.00       .74 

1.128 

1.240 

17 

127.6 

12% 

IX 

12.04 

.78 

1.190 

1.303 

17% 

134.4 

12* 

1* 

12.08 

.82 

1.253 

1.365 

17* 

141.2 

12% 

1% 

12.12 

.86 

1.315 

1.428 

17% 

Hll  a 

148.1 

12% 

lyV 

12.16 

.90 

1.378 

1.490 

17  * 

154.9 

12% 

1>£ 

12.20 

.94 

1.440 

1.553 

iT* 

161.9 

12* 

Iy96 

12.24 

.98 

1.503 

1.615 

17H 

168.8 

12% 

1% 

12.28 

1.02 

1.565 

1.678 

17it 

175.8 

13 

itt 

12.32 

1.06 

1.628 

1.740 

1711 

BETHLEHEM    STEEL    COMPANY.                        67 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED    STEE 
11"  H  COLUMNS. 

1       x 

y 

j 

X 

V 

Weight  '     Area 
of             of 
Section,      Section, 
Lbs.         Square 
per  Foot.     Inches. 

AXIS    XX. 

AXIS   YY. 

Section 
Number. 

Moment 
of 
Inertia. 

Section 
Modulus. 

s 

Radius  of 
Gyration, 
Inches. 

r 

Moment 
of 
Inertia. 

Section 
Modulus. 

S' 

Radius  of 

Gvration, 
Inches. 

r' 

38.4 

11.30 

234.1 

44.1 

4.55 

42.4 

10.6 

1.94 

43.3 

12.73 

266.8      49.6 

4.58 

48.4 

12.0 

1.95 

46.8 
52.1 

13.76 
15.32 

293.5 
330.7 

54.6 
60.8 

4.62 
4.65 

67.0 

75.7 

14.9 
16.7 

2.21 
2.22 

Hlls 

55.9 
61.3 

16.44 
18.02 

360.5 
401.2 

66.3 
73.0 

4.68 
4.72 

101.2 
112.6 

20.2 
22.4 

2.47 
2.50 

65.5 

19.26 

434.6 

79.0 

4.75 

147.0 

26.7 

2.76 

71.7 

21.08 

481.2 

86.5 

4.78 

162.6 

29.5 

2.78 

77.9 

22.91 

529.2 

94.1  i    4.81 

178.6 

32.2 

2.79 

84.2 

24.75 

578.4 

101.7 

4.83 

194.9 

35.1 

2.81 

90.5 

26.60 

628.9 

109.4 

4.86 

211.6 

37.9 

2.82 

Hll 

96.8 

28.46 

680.8 

117.1 

4.89 

228.6 

40.8 

2.83 

103.1 

30.33 

734.0 

124.9 

4.92 

245.9 

43.7 

2.85 

109.1 

32.10 

787.2 

132.5 

4.95 

262.8 

46.6 

2.86 

115.5 

33.98 

843.1 

140.5 

4.98 

280.7 

49.6 

2.37 

120.9 

35.54 

889.4 

148.2 

5.00 

333.5 

55.6 

3.06 

127.6 

37.53 

949.9 

156.7 

5.03 

355.4 

59.0 

3.08 

134.4 

39.52 

1011.9 

165.2 

5.06 

377.4 

62.5 

3.09 

141.2 

41.53 

1075.5 

173.9 

5.09 

399.8 

65.9 

3.10 

148.1 

43.54 

1140.5 

182.4 

5.12 

422.6 

69.5 

3.12 

Hlla 

154.9 

45.57 

1207.2 

191.2 

5.15 

445.8 

73.1 

3.13 

161.9 

47.60 

1275.5 

200.8 

5.18 

469.4 

76.7 

3.14 

168.8 

49.65 

1345.4 

209.0 

5.21 

493.4 

80.4 

3.15 

175.8 

51.70 

1417.0 

218.0 

5.24 

517.9 

84.1 

3.17 

68                       BETHLEHEM    STEEL    COMPANY. 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED   STEEL 

1O"  H    COLUMI 

NS. 

r 
i 

i 

I 

> 

L 

1 

\; 

i 

"1 

w  i- 

T          | 

*  B  y] 

Section 
Number. 

Weight 
of 
Section, 
Lbs. 
per  Foot. 

DIMENSIONS    IN    INCHES. 

D 

Nominal. 
T 

B 

w 

M 

N 

G 

L 

37.2 

W 

i/2 

8.00 

.32 

.471 

.548 

12% 

HlOs 

42.0 
45.4 

9% 

$ 

8.04 
9.00 

.36 
.36 

.534 
.524 

.611 
.611 

W* 

50.6 

10 

H 

9.04 

.40 

.587 

.673 

13# 

54.1 

10 

H 

10.00 

.39 

.577 

.673 

14iV 

mo 

59.7 
65.4 
71.1 

76.8 

iox 

H 

tt4 

10.04 
10.08 
10.12 
10.16 

.43 
.47 
.51 
.55 

.639 
.702 
.764 

.827 

.736 

.798 
.861 
.923 

MA 

14% 

5 

82.6 

10% 

H 

10.20 

.59 

.889 

.986 

14¥ 

II 

88.4 
94.2 
99.7 

10* 

11 

i 

10.24 
10.28 
10.31 

.63 
.67 
.70 

.952 
1.014 
1.077 

1.048 
1.111 
1.173 

15 

L  is  constant 

104.7 

11 

i% 

11.00 

.70 

1.070 

1.173 

15r9* 

110.9 
117.1 
123.4 

11% 
11* 

$ 

11.04 
11.08 
11.12 

.74 

.78 
.82 

1.133 
1.195 

1.258 

1.236 
1.298 
1.361 

is 

H10  a 

129.7 

UK 

1% 

11.16 

.86 

1.320 

1.423 

16T6 

136.0 
142.4 

11% 

§ 

11.20 
11.24 

.90 
.94 

1.383 
1.445 

1.486 
1.548 

16A 

148.8 
155.2 

11% 

12 

X 

11.28 
11.32 

.98 
1.02 

1.508 
1.570 

1.611 
1.673 

16% 

BETHLEHEM    STEEL    COMPANY.                        69 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED  STEEL 

10    H   COLUMNS. 

L_ 

Y 

!             i 

21  1  x 

\Y 

wj» 

Section, 
Lbs. 
per  Foot 

Area 
of 

Section, 
Square 
Inches. 

AXIS   XX. 

AXIS   YY. 

Section 
Number. 

Moment 
of  Inertia. 

1 

Section 
Modulus. 

S 

Radius  of 
Gyration, 
Inches. 

r 

Moment 
of  Inertia. 
•  / 

Section 
Modulus. 

S' 

Radius  of 
Gyration, 
Inches. 

1" 

37.2 

10.95 

192.0 

39.4 

4.19 

41.9 

10.5 

1.96 

42.0 
45.4 

12.34 
13.36 

219.2 
241.4 

44.4 
48.9 

4.22 
4.25 

48.0 
66.4 

11.9 
14.8 

1.97 
2.23 

mo  s 

50.6 

14.88 

272.5 

54.5 

4.28 

75.1 

16.6 

2.25 

54.1 

15.91 

296.8 

59.4 

4.32 

100.4 

20.1 

2.51 

59.7 

17.57 

331.9 

65.6 

4.35 

112.2 

22.3 

2.53 

65.4 

19.23 

368.0 

71.8 

4.37 

124.2 

24.6 

2.54 

71.1 

20.91 

405.2 

78.1 

4.40 

136.5 

27.0 

2.56 

76.8 

22.59 

443.6 

84.5 

4.43 

149.1 

29.4 

2.57 

mo 

82.6 

24.29 

483.0 

90.9 

4.46 

162.0 

31.8 

2.58 

88.4 

25.99 

523.5 

97.4 

4.49 

175.1 

34.2 

2.60 

94.2 

27.71 

565.2 

103.9 

4.52 

188.6 

36.7 

2.61 

99.7 

29.32 

607.0 

110.4 

4.55 

201.7 

39.1 

2.62 

104.7 

30.80 

643.6 

117.0 

4.57 

243.7 

44.3 

2.81 

110.9 

32.62 

690.3 

124.1 

4.60 

260.5 

47.2 

2.83 

117.1 

34.45 

738.2 

131.2 

4.63 

277.6 

50.1 

2.84 

123.4 

36.29 

787.4 

138.4 

4.66 

295.0 

53.1 

2.85 

129.7 

38.14 

838.0 

145.7 

4.69 

312.7 

56.0 

2.86 

H10  a 

136.0 

40.00 

889.8 

153.1 

4.72 

330.8 

59.1 

2.88 

142.4 

41.87 

943.0 

160.5 

4.75 

349.3 

62.1 

2.89 

148.8 

43.75 

997.6 

168.0 

4.78 

368.0 

65.3 

2.90 

155.2 

45.64 

1053.6 

175.6 

4.80 

387.2 

68.4 

2.91 

70                       BETHLEHEM    STEEL    COMPANY. 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED   STEEL 

9"  H 

/I 
'\ 

COLUMh 

IS. 

TT  ]  r 

=T  ! 

x  -»•  < 

i    L    ? 

M-r-L 

v             i 

N  T    N             T      -J 

FT 

h 

vl 

Section 
Number. 

Vekht 
of 
Section, 
Lbs. 
per  Foot. 

DIMENSIONS    IN    INCHES. 

D 

T 

B 

w 

M 

N 

G 

L 

28.8 

8^ 

A 

7.00 

.28 

.414 

.481 

1  1  1/ 

J.  -L/4- 

H9s 

32.9 

o^s 

'A 

7.04 

.32 

.476 

.543 

j 

36.0 

®/8 

Y! 

8.00 

.32 

.466 

.543 

12 

40.6 

9 

& 

8.04 

.36 

.529 

.606 

12^ 

43.8 

9 

T\ 

9.00 

.35        .519 

.606 

Mjtf 

48.9 

9}£ 

% 

9.04 

.39        .582 

.668 

12% 

H9 

54.0 
59.1 
64.3 
69.5 

9/8 

9^6 

K* 

9.08 
9.12 
9.16 
9.20 

.43 
.47 
.51 
.55 

.644 
.707 
.769 
.832 

.731 
.793 
.856 
.918 

13 
13% 

05 

CO 

74.7 

9|^ 

9.24 

.59 

.894 

.981 

!3A 

^, 

80.0 

9^ 

l 

9.28 

.63 

.957 

1.043 

13^ 

§ 

85.3 

10 

1A 

9.32 

.67 

1.019 

1.106 

13H 

1 

.S 

90.0 

10 

1TV 

10.00 

.67 

1.012 

1.106 

&A 

95.3 

10^ 

1>6 

10.03 

.70 

1.075 

1.168 

Utf 

100.9 

io# 

IA 

10.07 

.74 

1.137 

1.231 

14fg 

H9a 

106.6 
112.3 

*& 

IA 

10.11 
10.15 

.78 
.82 

1.200 
1.262 

1.293 
1.356 

"# 

118.1 

Vtyt 

1  ^8 

10.19 

.86 

1.325 

1.418 

14|^ 

123.9 

10% 

To 

10.23 

.90 

1.387 

1.481 

I4ji 

129.7 

10J6 

1^ 

10.27 

.94 

1.450 

1.543 

15 

135.6 

11 

1A 

10.31 

.98 

1.512 

1.606 

15^ 

BETHLEHEM    STEEL    COMPANY.                       71 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED  STEEL 

9     H   COLUMNS. 

Y 

^ 

X_                i                     X 

y 

Weight 
of 
Section, 
Lbs. 
per  Foot. 

Area 
of 
Section, 
Square 
Inches. 

AXIS    XX.                                AXIS   YY. 

Section 
Number. 

Moment 
of  Inertia. 

Section 
Modulus. 

s 

Radius  of 
Gyration, 
Inches. 

r 

Moment 
of  Inertia. 

r 

Section 
Modulus. 

S' 

Radius  of 
Gyration, 
Inches. 

r' 

28.8 

8.46 

119.3 

27.3 

3.76 

24.7 

7.0 

1.71 

32.9 
36.0 

9.69 
10.59 

138.6 
154.6 

31.2 

34.8 

3.78 
3.82 

28.7 
41.5 

8.2 
10.4 

1.72 

1.98 

H9s 

40.6 

11.95 

177.0 

39.3 

3.85 

47.6 

11.8 

2.00 

43.8 

12.88 

194.7 

43.3 

3.89 

65.9 

14.6 

2.26 

48.9 

14.37 

220.3 

48.3 

3.91 

74.5 

16.5 

2.28 

54.0 

15.87 

246.8 

53.4 

3.94 

83.3 

18.3 

2.29 

59.1 

17.38 

274.2 

58.5 

3.97 

92.3 

20.2 

2.31 

64.3 

18.90 

302.4 

63.7 

4.00 

101.6 

22.2 

2.32 

H9 

69.5 

20.43 

331.6 

68.9 

4.03 

111.0 

24.1 

2.33 

74.7 

21.97 

361.6 

74.2 

4.06 

120.8 

26.1 

2.34 

80.0 

23.52 

392.6 

79.5 

4.09 

130.7 

28.2 

2.36 

85.3 

25.08 

424.6 

84.9 

4.11 

140.9 

30.2 

2.37 

90.0 

26.46 

452.6 

90.5 

4.14 

173.1 

34.6 

2.56 

95.3 

28.02 

486.8 

96.2 

4.17 

185.2 

36.9 

2.57 

100.9 

29.68 

522.9 

102.0 

4.20 

198.1 

39.4 

2.58 

106.6 

31.35 

560.1 

108.0 

4.23 

211.3 

41.8 

2.60 

112.3 

33.04 

598.4 

114.0 

4.26 

224.8 

44.3 

2.61 

H9a 

118.1 

34.73 

637.8 

120.1 

4.29 

238.6 

46.8 

2.62 

123.9 

36.44 

678.3 

126.0 

4.32 

252.6 

49.4 

2.63 

129.7 

38.15 

720.0 

132.4 

4.34 

266.9 

52.0 

2.65 

135.6 

39.87 

762.8 

138.7 

4.38 

281.6 

54.6 

2.66 

BETHLEHEM    STEEL    COMPANY. 


DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED   STEEL 
8"  H    COLUMNS. 


Section 
Number. 


Section, 

Lbs. 
per  Foot. 


DIMENSIONS    IN    INCHES. 


B 


W 


M 


N 


H8s 


H8 


H8a 


27.7 
31.8 


7.00 
7.04 


.28 
.32 


.409     ,476 
.471      .538 


34.6 
39.1 
43.6 
48.2 
52.8 
57.4 
62.1 
66.8 
71.6 


If 
ft 

H 

1 


8.00 
8.04 
8.08 
8.12 
8.16 
8.20 
8.24 
8.28 
8.32 


.31 

.35 
.39 
.43 
.47 
.51 
.55 
.59 
.63 


.462 
.524 
.587 
.649 
.712 
.774 
.837 
.899 
.962 


76.0 

81.1 

85.9 

91.0 

96.1 

101.3 

106.6 

111.8 

117.1 


10 


9.00 
9.04 
9.07 
9.11 
9.15 
9.19 
9.23 
9.27 
9.31 


.63 
.67 
.70 
.74 
.78 
.82 
.86 
.90 
.94 


.955 
1.017 
1.080 
1.142 
1.205 
1.267 
1.330 
1.392 
1.455 


10A 
10ft 


.538 
.601 
.663 
.726 
.788 
.851 
.913 
.976 
1.038 


12 
12A 


1.038 
1.101 
1.163 
1.226 
1.288 
1.351 
1.413 
1.476 
1.538 


13 


13A 
13A 
13H 


BETHLEHEM    STEEL    COMPANY.                        73 

DIMENSIONS  AND  PROPERTIES  OF 

BETHLEHEM    ROLLED   STEEL 

8     H   COLUMNS. 

Y[ 

*             .!_            x 

!Y 

Weight 
of 
Section, 
Lbs. 
per  Foot. 

Area 
of 
Section, 
Square 
Inches. 

AXIS    XX. 

AXIS  YY. 

Section 
Number. 

Moment 
of  Inertia. 

Section 
Modulus. 

S 

Radius  of 
Gyration, 
Inches. 

T 

Moment 
of  Inertia. 

r 

Section 
Modulus. 

S' 

Radius  of 
Gyration, 
Inches. 

r' 

27.7 
31.8 

8.15 
9.35 

93.6 
109.1 

23.8 

27.3 

3.39 
3.42 

24.4 
28.5 

7.0 

8.1 

1.73 
1.74 

H8s 

34.6 

10.17 

121.5 

30.4 

3.46 

41.1 

10.3 

2.01 

39.1 

11.50 

139.5 

34.3 

3.48 

47.2 

11.7 

2.03 

43.6 

12.83 

158.3 

38.4 

3.51 

53.4 

13.2 

2.04 

48.2 

14.18 

177.7 

42.4 

3.54 

59.8 

14.7 

2.05 

52.8 

15.53 

197.8 

46.5 

3.57 

66.3 

16.3 

2.07 

H8 

57.4 

16.90 

218.6 

50.7 

3.60 

73.1 

17.8 

2.08 

62.1 

18.27 

240.2 

54.9 

3.63 

80.0 

19.4 

2.09 

66.8 

19.66 

262.5 

59.2 

3.65 

87.1 

21.0 

2.11 

71.6 

21.05 

285.6 

63.5 

3.68 

94.4 

22.7 

2.12 

76.0 

22.35 

306.8 

68.2 

3.70 

118.9 

26.4 

2.31 

81.1 

23.84 

332.4 

72.9 

3.73 

128.2 

28.4 

2.32 

85.9 

25.25 

358.2 

77.5 

3.77 

137.3 

30.3 

2.33 

91.0 

26.76 

385.6 

82.3 

3.80 

147.0 

32.3 

2.34 

96.1 

28.28 

413.8 

87.1 

3.83 

157.0 

34.3 

2.36 

H8a 

101.3 

29.81 

442.9 

92.0 

3.85 

167.2 

36.4 

2.37 

106.6 

31.35 

472.9 

97.0 

3.88 

177.7 

38.5 

2.38 

111.8 

32.89 

503.9 

102.1 

3.91 

188.3 

40.6 

2.39 

117.1 

34.45 

535.9 

107.2 

3.94 

199.3 

42.8 

2.41 

74  BETHLEHEM    STEEL    COMPANY. 

EXPLANATION   OF  THE   BASE  SECTIONS 
OF  ROLLED  STEEL  H  COLUMNS. 


When  columns  are  required  of  larger  sectional  area  than 
is  provided  by  the  rolled  sections  of  H  columns,  it  is  neces- 
sary to  build  a  compound  section  to  obtain  the  desired  area. 
This  may  be  the  case,  for  instance,  in  the  columns  for  the 
lower  stories  of  a  high  building. 

Additional  sectional  area  may  be  obtained  by  riveting 
plates  to  the  flanges  of  the  regular  H  columns.  But  where 
the  drilling  of  the  increased  number  of  holes  required  for 
attaching  such  plates  may  be  objectionable,  on  account  of 
the  thick  metal  in  the  flanges  of  the  heavy  sections  of  H 
columns,  the  base  sections  may  be  used.  These  base  sec- 
tions are  designed  to  match  their  corresponding  H  columns 
and  permit  the  addition  of  plates  or  other  shapes  for  increas- 
ing the  area  to  the  desired  extent,  avoiding  the  drilling  of 
thick  metal  in  the  flanges. 

The  dimensions  and  properties  of  these  base  sections  are 
given  on  the  opposite  page.  The  section  H12  c  is  produced 
by  the  same  main  rolls  and  has  the  same  inner  contour  as  the 
series  of  12"  H  columns  on  pages  64-65.  If  the  maximum 
size  of  the  regular  12"  H  column  does  not  provide  the 
required  area,  the  base  section,  H12c,  can  be  used  and 
increased  in  area  to  the  desired  amount,  in  the  manner 
indicated  by  Figs.  1,  2  or  3  on  the  opposite  page.  This  may 
be  necessary  for  the  heavy  columns  required  in  the  lower 
stories  of  a  high  building.  The  regular  series  of  similar  12" 
H  columns  can  then  be  used  in  the  upper  stories,  for  which 
they  provide  sufficient  sectional  area.  The  regular  H 
column  section  can  be  joined  and  spliced  to  its  correspond- 
ing base  section  in  the  usual  way. 

In  like  manner  the  section  H13  c  can  be  used  in  connec- 
tion with  the  regular  series  of  13"  H  columns  with  which  it 
matches  ;  and  similarly,  section  H14  c  can  be  used  in  connec- 
tion with  the  regular  series  of  14"  H  columns  to  which  it 
corresponds. 


BETHLEHEM    STEEL    COMPANY. 


75 


BETHLEHEM    ROLLED  STEEL   H   COLUMNS. 


I — :< 


-- r  DIMENSIONS  AND  PROPERTIES  OF 


BASE   SECTIONS 

FOR  BUILDING  UP  COLUMNS  " 
OF  LARGE  SECTIONAL  AREA. 

DIMENSIONS. 


Section 
Number. 


H12c 
H13c 
H14c 


Weie! 


Lbs. 
per  Foot. 


134.5 
141.0 
148.0 


DIMENSIONS    IN    INCHES. 


12X 


Ji  !  14.31 
14.59 
14.90 


W 


1.40 
1.41 
1.41 


M 


.804 
.806 

.808 


N 


.933      18ff 

.937 

.942 


9.21 
10.07 
11.06 


PROPERTIES. 


Section 
Number. 


Weight 

of 

j  Section, 
I     Lbs. 
per  Foot.     Inches. 


Area 

of 

Section, 


H12c 
H13c 
H14c 


134.5 
141.0 
148.0 


39.57 
41.48 
43.52 


AXIS   XX. 


Moment 
of  Inertia. 


941.6 


Section 
Modulus. 

S 


153.7 


1129.3  *  172.1 
1368.5     193.8 


Radius  of 

Gyration, 

Inches. 


4.88 
5.22 
5.61 


AXIS   YY. 


Moment       Section 
of  Inertia.     Modulus. 


412.3 
438.5 
468.6 


57.6 
60.1 
62.9 


Radius  of 
Gyration, 
Inches. 

r' 


3.23 
3.25 
3.28 


SUGGESTIONS  FOR  USING  THE  BASE  SECTIONS  OF  H  COLUMNS  IN  BUILDING 
UP  COLUMNS  OF  LARGE  SECTIONAL  AREA. 


Fig.  2 


76 


BETHLEHEM    STEEL    COMPANY. 


EXPLANATION  OF  TABLES 

OF  SAFE  UNIFORMLY  DISTRIBUTED  LOADS  FOR 
BETHLEHEM  SPECIAL  I   BEAMS  AND  GIRDER  BEAMS. 


The  tables  on  pages  78-86  give  the  safe  uniformly  distrib- 
uted load  in  tons  of  2000  Ibs.  on  Bethlehem  special  I  beams 
and  girder  beams  for  a  maximum  fiber  stress  of  16,000  Ibs. 
per  square  inch.  The  tabular  loads  include  the  weights  of 
the  beams,  which  must  be  deducted  to  obtain  the  net  loads 
the  beams  will  support. 

Safe  loads  for  intermediate  or  heavier  weights  of  beams 
than  those  tabulated  can  be  obtained  by  using  the  separate 
column  of  corrections,  given  for  each  size,  stating  the 
increase  of  safe  load  for  each  pound  increase  in  the  weight 
per  foot  of  beam. 

The  safe  loads  on  short  spans  may  be  limited  by  the 
shearing  strength  of  the  web  instead  of  by  the  maximum 
fiber  stress  allowed  in  the  flanges.  This  limit  is  indicated  in 
the  tables  by  heavy  cross  lines.  The  loads  given  above 
these  lines  are  greater  than  the  safe  crippling  strength  of  the 
web  and  must  not  be  used,  unless  the  webs  are  stiffened.  In 
such  cases  it  will  generally  be  advisable  to  select  a  heavier 
beam  with  a  thicker  web.  The  maximum  safe  shear  and 
corresponding  least  span  on  which  the  various  beams  can  be 
used  for  full  uniform  distributed  load  is  given  on  page  89. 

It  is  assumed  in  these  tables  that  the  compression  flanges 
of  the  beams  are  properly  secured  against  yielding  sideways. 
They  should  be  held  in  position  by  tie  rods,  or  other 
means,  at  distances  not  exceeding  20  times  the  width  of  the 
flange,  otherwise  the  allowable  loads  must  be  reduced  as  per 
the  following  table  : 

BEAMS   UNSUPPORTED   SIDEWAYS. 


Unsupported 
Length  of  Beam. 

Greatest  Safe 
Load. 

Unsupported 
Length  of  Beam. 

Greatest  Safe 
Load. 

20  flange  widths. 
30  flange  widths. 
40  flange  widths. 

Full  tabular  load. 
T%  tabular  load. 
T%  tabular  load. 

50  flange  widths. 
60  flange  widths 
70  flange  widths. 

T73  tabular  load. 
T6ff  tabular  load. 
T%  tabular  load. 

BETHLEHEM  STEEL  COMPANY. 

The  Bethlehem  beam  sections  in  this  respect  have 
superior  lateral  stiffness  due  to  their  wide  flanges. 

The  vertical  deflection  of  the  beams  under  the  uniformly 
distributed  loads  given  in  the  tables  is  found  by  the  formula, 
Deflection,  in  inches  ==  0.01655  L2  -r-  d 

=  L2  -4-  60  d  (very  closely) 

where  L  =  length  of  span  in  feet,  and  d  —  depth  of  beam  in 
inches.  The  deflection  is  proportional  to  the  load,  so  that 
for  any  other  intensity  of  loading  it  can  be  found  by  simple 
proportion. 

The  safe  load  concentrated  at  the  center  of  the  span  is 
one-half  the  safe  uniformly  distributed  load.  The  deflection 
will  be  T8o-  of  the  deflection  for  the  latter  load. 

In  the  case  of  beams  supporting  plastered  ceilings,  if  the 
deflection  exceeds  T^  of  the  distance  between  supports,  or 
aV  of  an  inch  per  foot  of  span,  there  is  danger  of  cracking  the 
plaster.  This  allowable  deflection  is  not  exceeded  under  the 
tabular  loads  given  unless  the  span  is  greater  than  24  times 
the  depth  of  the  beam.  This  limit  of  span  is  indicated  in  the 
tables  by  dotted  cross  lines  and  the  beams  should  not  be 
used  on  longer  spans  unless  the  loads  given  in  the  tables  are 
reduced  in  the  following  manner, 

where  L/  =  limiting  span,  in  feet,  for  maximum  deflection. 
L  =  given  span,  in  feet. 
W  —  tabular  safe  load  given  for  span  L. 
W'  —  reduced  load  on  span  L  to  limit  deflection, 
d  —  depth  of  beam  in  inches. 

Then     L'  =  2d,     and    W  =  \1-  W. 

.L* 

Thus,  to  find  the  load  on  a  12/x  special  I  beam  weighing 
28.5  Ibs.  per  foot,  on  a  span  of  30  ft.  which  will  produce  a 
deflection  of  only  3^  °f tne  span,  the  tabular  load  given  on 
page  85  of  6.42  tons  for  the  beam  on  this  span  must  be 
reduced,  as  follows  : 

V  =  24,  and  W  =  f  $  X  6.42  =  5.136  tons. 
With  this  reduced  load,  the  deflection  will  be  3^  of  the  span. 

Comparison  of  these  tables  of  safe  loads  with  the  similar 
tables  on  pages  187-189  for  American  standard  I  beams 
will  show  the  economy  in  the  weight  of  the  Bethlehem 
special  beam  and  girder  sections  over  standard  beams  of 
equal  capacity. 


78                       BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM   GIRDER   BEAMS 

IN  TONS  OF  2000  LBS. 

BEAMS   BEING  SECURED  AGAINST  YIELDING  SIDEWAYS. 

30"  G 

Add 
for 

28"  G 

Add 
for 

26"  G 

Add 
for 

Span 

each 

each 

each 

E 

Feet. 

G30a 

G30 

Lb. 

G28a 

G28 

Lb. 

G26  a 

G26 

Lb. 

200  Lbs. 

175  Lbs. 

Inc. 
in 

180  Lbs. 

162.5  Lbs. 

Inc. 
in 

160  Lbs. 

150  Lbs. 

Inc. 
in 

Wgt. 

Wgt. 

Wgt. 

18 

180.83 

155.09 

.44 

153.83 

136.82 

.41 

128.06 

118.52 

.38 

19 

171.31 

146.93 

.41 

145.74 

129.62 

.39 

121.32 

112.28 

.36 

20 

162.75 

139.58 

.39 

138.45 

123.14 

.37 

115.25 

106.67 

.34 

21 

155.00 

132.94 

.37 

131.86 

117.28 

.35 

109.76 

101.59 

.32 

22 

147.95 

126.89 

.36 

125.86 

111.95 

.33 

104.77 

96.97 

.31 

23 

141.52 

121.38 

.34 

120.39 

107.08 

.32 

100.22 

92.76 

.30 

24 

135.62 

116.32 

.33 

115.37 

102.62 

.31 

96.04 

88.89 

.28 

25 

130.20 

111.67 

.31 

110.76 

98.51 

.29 

92.20 

85.34 

.27 

26 

125.19 

107.37 

.30 

106.50 

94.72 

.28 

88.65 

82.05 

.26 

27 

120.55 

103.39 

.29 

102.55 

91.21 

.27 

85.37 

79.01 

.25 

28 

116.25 

99.70 

.28 

98.89 

87.96 

.26 

82.32 

76.19 

.24 

29 

112.24 

96.26 

.27 

95.48 

84.92 

.25 

79.49 

73.56 

.23 

30 

108.50 

93.05 

.26 

92.30 

82.09 

.24 

76.83 

71.11 

.23 

31 

105.00 

90.05 

.25 

89.32 

79.44 

.24 

74.35 

68.82 

.22 

32 

101.71 

87.24 

.25 

86.53 

76.96 

.23 

72.03 

66.67 

.21 

33 

98.63 

84.59 

.24 

83.91 

74.63 

.22 

69.85 

64.65 

.21 

34 

95.73 

82.11 

.23 

81.44 

72.43 

.22 

67.79 

62.75 

.20 

35 

93.00 

79.76 

.22 

79.11 

70.36 

.21 

65.86 

60.95 

.19 

36 

90.41 

77.54 

.22 

76.91 

68.41 

.20 

64.03 

59.26 

.19 

37 

87.97 

75.45 

.21 

74.30 

66.56 

.20 

62.30 

57.66 

.18 

38 

85.65 

73.46 

.21 

72.87 

64.81 

.19 

60.66 

56.14 

.18 

39 

83.46 

71.58 

.20 

71.00 

63.15 

.19 

59.10 

54.70 

.17 

40 

81.37 

69.79 

.20 

69.22 

61.57 

.18 

57.62 

53.33 

.17 

41 

79.39 

68.09 

.19 

67.53 

60.07 

.18 

56.22 

52.03 

.17 

42 

77.50 

66.47 

.19 

65.93 

58.64 

.17 

54.88 

50.79 

.16 

43 

75.69 

64.92 

.18 

64.39 

57.27 

.17 

53.60 

49.61 

.16 

44 

73.97 

63.44 

.18 

62.93 

55.97 

.17 

52.38 

48.48 

.15 

45 

72.33 

62.03 

.17 

61.53 

54.73 

.16 

51.22 

47.41 

.15 

46 

70.76 

60.69 

.17 

60.19 

53.54 

.16 

50.11 

46.38 

.15 

47 

69.25 

59.39 

.17 

58.91 

52.40 

.16 

49.04 

45.37 

.14 

48 

67.81 

58.16 

.16 

57.68 

51.31 

.15 

48.02 

44.44  !  .14 

Safe  loads  given  include  weight  of  beam. 

Maximum  nber  stress,  16,000  Ibs.  per  square  inch. 

BETHLEHEM    STEEL    COMPANY.                        79 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  GIRDER   BEAMS 

IN  TONS  OF  2000  LBS. 

BEAMS   BEING   SECURED   AGAINST  YIELDING   SIDEWAYS. 

24"  G 

20"  G 

18"  G 

Add  for 

Add  for 

Add  for 

Span 
in 

G24a 

G24 

each  Lb. 
Increase 

G20a 

G20 

each  Lb. 

Increase 
;_ 

G18 

each  Lb. 
Increase 

Feet. 

140  Lbs. 

120  Lbs. 

in 

Weight. 

140  Lbs. 

112  Lbs. 

in 
Weight. 

92  Lbs. 

in 

Weight. 

12 

157.11 

134.47 

.52 

130.59 

105.28 

.44 

78.78 

.39 

13 

145.03 

124.12 

.48 

120.55 

97.18 

.40 

72.72 

.36 

14 

134.67 

115.26 

.45 

111.94 

90.24 

.37 

67.53 

.34 

15 

125.69 

107.57 

.42 

104.47 

84.22 

.35 

63.03 

.31 

16 

117.83 

100.85 

.39 

97.94 

78.96 

.33 

59.09 

.29 

17 

110.90 

94.92 

.37 

92.18 

74.32 

.31 

55.61 

.28 

18 

104.74 

89.64 

.35 

87.06 

70.19 

.29 

52.52 

.26 

19 

99.23 

84.93 

.33 

82.48 

66.49 

.28 

49.76 

.25 

20 

94.27 

80.68 

.31 

78.35 

63.17 

.26 

47.27 

.24 

21 

89.78 

76.84 

.30 

74.63 

60.16 

.25 

45.02 

.22 

22 

85.70 

73.35 

.29 

71.23 

57.43 

.24 

42.97 

.21 

23 

81.97 

70.16 

.27 

68.13 

54.93 

.23 

41.10 

.20 

24 

78.56 

67.23 

.26 

65.30 

52.64 

.22 

39.39 

.20 

25 

75.41 

64.54 

.25 

62.68 

50.53 

.21 

37.82 

.19 

26 

72.51 

62.06 

.24 

60.27 

48.59 

.20 

36.36 

.18 

27 

69.83 

59.76 

.23 

58.04 

46.79 

.19 

35.01 

.17 

28 

67.33 

57.63 

.22 

55.97 

45.12 

.19 

33.76 

.17 

29 

65.01 

55.64 

.22 

54.04 

43.56 

.18 

32.60 

.16 

30 

62.84 

53.79 

.21 

52.24 

42.11 

.17 

31.51 

.16 

31 

60.82 

52.05 

.20 

50.55 

40.75 

.17 

30.50 

.15 

32 

58.92 

50.43 

.20 

48.97 

39.48 

.16 

29.54 

.15 

33 

57.13 

48.90 

.19 

47.49 

38.28 

.16 

28.65 

.14 

34 

55.45 

47.46 

.18 

46.09 

37.16 

.15 

27.81 

.14 

35 

53.87 

46.10 

.18 

44.77 

36.10 

.15 

27.01 

.13 

36 

52.37 

44.82 

.17 

43.53 

35.09 

.15 

26.26 

.13 

37 

50.96   !    43.61 

.17 

42.35 

34.14 

.14 

25.55 

.13 

38 

49.61 

42.46 

.17 

41.24 

33.25 

.14 

24.88 

.12 

39 

48.47 

41.37 

.16 

40.18 

32.39 

.13 

24.34 

.12 

40 

47.13 

40.34 

.16 

39.18 

31.58 

.13 

23.64 

.12 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 

Ibs.  per  .square  inch. 

Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web 

crippling. 

Safe  loads  given  below  the  dotted  line  produce  deflections  exceeding 

sfoj  of  the  span. 

80                       BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  GIRDER   BEAMS 

IN  TONS  OF  200O  LBS. 

BEAMS   BEING  SECURED  AGAINST  YIELDING   SIDEWAYS. 

15"  G 

Add 

•Pni« 

12"  G 

Add 

Span, 
in 
Feet. 

G15  b 

G15  a 

G15 

lor 
each 
Lb. 

G12a               G12 

for 
each 
Lb. 

Inc.  in 

Inc  in 

140  Lbs. 

104  Lbs. 

73  Lbs. 

Wgt. 

70  Lbs. 

55  Lbs. 

Wgt. 

10 

113.17 

86.74 

63.05 

.39 

48.08 

38.40 

.31 

11 

102.89 

78.85 

57.31 

.36 

43.71 

34.91 

.29 

12 

94.31 

72.28 

52.64 

.33 

40.07 

32.00 

.26 

13 

87.06 

66.72 

48.50 

.30 

36.98 

29.54 

.24 

14 

80.84 

61.95 

45.03 

.28 

34.34 

27.43 

.22 

15 

75.48 

57.82 

42.03 

.26 

32.05 

25.60 

.21 

16 

70.73 

54.21 

39.40 

.25 

30.05 

24.00 

.20 

17 

66.57 

51.02 

37.09 

.23 

28.28 

22.59 

.19 

18 

62.87 

48.19 

35.03 

.22 

26.71 

21.33 

.18 

19 

59.56 

45.65 

33.18 

.21 

25.31 

20.21 

.17 

20 

56.59 

43.37 

31.52 

.20 

24.04 

19.20 

.16 

21 

53.89 

41.30 

30.02 

.19 

22.90 

18.29 

.15 

22 

51.44 

39.43 

28.66 

.18 

21.85 

17.45 

.14 

23 

49.21 

37.71 

27.41 

.17 

20.90 

16.70 

.14 

24 

47.16 

36.14 

26.27 

.16 

20.03 

16.00 

.13 

25 

45.27 

34.69 

25.22 

.16 

19.23 

15.36 

.13 

26 

43.53 

33.36 

24.25 

.15 

18.49 

14.77 

.12 

27 

41.92 

32.12 

23.35 

.15 

17.81 

14.22 

.12 

28 

40.42 

30.98 

22.52 

.14 

17.17 

13.71 

.11 

29 

39.03 

29.91 

21.74 

.14 

16.58 

13.24 

.11 

30 

37.74 

28.91 

21.02 

.13 

16.03 

12.80 

.10 

31 

36.51 

27.98 

20.34 

.13 

15.51 

12.39 

.10 

32 

35.37 

27.11 

19.70 

.12 

15.03 

12.00 

.10 

33 

34.30 

26.28 

19.10 

.12 

14.57 

11.64 

.10 

34 

33.29 

25.51 

18.54 

.12 

14.14 

11.29 

.09 

35 

32.34 

24.78 

18.01 

.11 

13.74 

10.97 

.09 

Safe  loads  given  include  weight  of  beam.    Maximum  liber  stress,  16,000 
Ibs.  per  square  inch. 

Loads  given  above  the  heavy  line  are  greater  than  safe  loads  for  web 

crippling. 

Safe  loads  given  below  the  dotted  lines  produce  deflections  exceeding 

5^  of  the  span. 

BETHLEHEM    STEEL    COMPANY.                       81 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  GIRDER   BEAMS 

IN  TONS  OF  2OOO  LBS. 

BEAMS   BEING   SECURED   AGAINST  YIELDING   SIDEWAYS. 

Span, 
in 
Feet. 

10"  G 

Add  for 
each  Lb. 
Increase 
in 
Weight. 

Span, 
in 
Feet. 

9"G 

Add  for 
each  Lb. 
Increase 
in 
Weight. 

8"  G 

Add  for 
each  Lb. 
Increase 
in 
Weight. 

G10 

Q9 

G8 

44Lbs. 

38Lbs. 

32.5  Lbs. 

10 

26.06 

.26 

5 

40.25 

.47 

30.38 

.42 

11 

12 

23.69 
21.72 

.24 
.22 

6 

7 

33.54 

28.75 

.39 
.34 

25.32 

.35 
.30 

21.70 

13 
14 
15 

20,05 
18.61 
17.37 

.20 

.19 
.17 

8 
9 
10 

25.15 
22.36 
20.12 

.29 
.26 
.23 

18.99 
16.88 
15.19 

.26 
.23 
.21 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

16.39 
15.33 
14.48 
13.72 
13.03 

.16 
.15 
.15 
.14 
.13 

.12 
.12 
.11 
.11 
.10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

18.29 
16.77 
15.48 
14.37 
13.42 

12.58 
11.83 
11.18 

.21 
.20 
.18 
.17 
.16 

.15 
.14 
.13 
.12 

.12 

13.81 
12.66 
11.69 
10.85 
10.13 

9.50 

.19 
.17 
.16 
.15 
.14 

.13 
.12 
.12 
.11 
.10 

12.41 
11.84 
11.33 
10.86 
10.42 

8.94 
8.44 
8.00 
7.60 

10.59 
10.06 

26 
27 

28 
29 
30 

10.02 
9.65 
9.31 

8.99 
8.69 

.10 
.10 
.09 
.09 
.09 

21 
22 
23 
24 
25 

9.58 
9.15 
8.75 
8.38 
8.05 

.11 
.11 
.10 
.10 
.09 

7.23 
6.91 
6.61 
6.33 
6.08 

.10 
.09 
.09 
.08 
.08 

31 
32 
33 
34 
35 

8.41 
8.14 
7.90 
7.66 
7.45 

.08 
.08 
.08 
.08 
.07 

26 
27 
28 
29 
30 

7.74 
7.45 
7.19 
6.94 
6.71 

.09 
.09 
.08 
.08 
.07 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web 
crippling. 
Safe  loads  given  below  the  dotted  lines  produce  deflections  exceeding 
s^  of  the  span. 

82                       BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM   SPECIAL  I    BEAMS, 

IN   TONS   OF  2000   LBS. 

Beams  being  secured  against  yielding  sideways. 

Span, 

30"! 

Add  for  each 

23"  I 

Add  for  each 

26"  X 

»  jj  f  '   aon\. 

in 

B30 

Lb.  Increase 
in  Weight. 

B28 

Lb.  Increase 
in  Weitrht 

B26 

Add  lor  eacft 
Lb.  Increase 

Feet. 

120  Lbs. 

105  Lbs. 

90  Lbs. 

in  Weight. 

18 

104.12 

.44 

86.55 

.41 

69.36 

.38 

19 

98.64 

.41 

81.99 

.39 

65.71 

.36 

20 

93.70 

.39 

77.89 

.37 

62.42 

.34 

21 

89.24 

.37 

74.18 

.35 

59.45 

.32 

22 

85.19 

.36 

70.81 

.33 

56.75 

.31 

23 

81.48 

.34 

67.73 

.32 

54.28 

.30 

24 

78.09 

.33 

64.91 

.31 

52.02 

.28 

25 

74.96 

.31 

62.31 

.29 

49.94 

.27 

26 

72.08 

.30 

59.92 

.28 

48.02 

.26 

27 

69.41 

.29 

57.70 

.27 

46.24 

.25 

28 

66.93 

.28 

55.64 

.26 

44.59 

.24 

29 

64.62 

.27 

53.72 

.25 

43.05 

.23 

30 

62.47 

.26 

57.93 

.24 

41.61 

.23 

31 

60.45 

.25 

50.25 

.24 

40.27 

.22 

32 

58.57 

.25 

48.68 

.23 

39.01 

.21 

33 

56.79 

.24 

47.21 

.22 

37.83 

.21 

34 

55.12 

.23 

45.82 

.22 

36.72 

.20 

35 

53.55 

.22 

44.51 

.21 

35.67 

.19 

36 

52.06 

.22 

43.27 

.20 

34.68 

.19 

37 

50.65 

.21 

42.10 

.20 

33.74 

.18 

38 

49.32 

.21 

41.00 

.19 

32.85 

.18 

39 

48.05 

.20 

39.95 

•19 

32.01 

.17 

40 

46.85 

.20 

38.95 

.19 

31.21 

.17 

41 

45.71 

.19 

38.00 

.18 

30.45 

.17 

42 

44.62 

.19 

37.09 

.18 

29.72 

.16 

43 

43.58 

.18 

36.23 

.17 

29.03 

.16 

44 

42.59 

.18 

35.41 

.17 

28.37 

.15 

45 

41.65 

.17 

34.62 

.16 

27.74 

.15 

46 

40.74 

.17 

33.87 

.16 

27.14 

.15 

47 

39.87 

.17 

33.15 

.16 

26.56 

.14 

48 

39.04 

.16 

32.46 

.15 

26.01 

.14 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 

Ibs.  per  square  inch. 
Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web 

crippling. 

BETHLEHEM    STEEL    COMPANY.                       83 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM   SPECIAL  X    BEAMS, 

IN   TONS   OF  2000    LBS. 

Beams  being  secured  against  yielding  sideways. 

Span, 
in 

Feet. 

24"  I 

Add  for 
each  Lb. 
Increase 
in 
Weight 

20"  I 

Add  for 
each  Lb. 
Increase 
in 
Weight. 

B24a 

B24 

B20a 

B20 

84  Lbs. 

72  Lbs. 

72Lbs. 

68  Lbs. 

63  Lbs. 

60  Lbs.  |58.5  Lbs 

12 

13 

14 

15 

88.58 

81.76 
75.92 

77.42 

71.47 
66.36 

61.94 

.52 

.48 
.45 

.42 

65.24 

60.22 
55.92 

52.19 

56.44 

52.10 

48.38 

45.15 

54.35 

50.17 
46.59 

43.48 

53.03 

52.28 

48.26 
44.81 

.44 

.40 
.37 

.35 

48.95 
45.45 

42.42 

70.86 

41.83 

16 
17 

18 

19 
20 

66.43 
62.53 
59.05 

55.94 
53.15 

58.07 
54.65 
51.62 

.39 
.37 
.35 

.33 
.31 

48.93 
46.05 
43.49 

41.21 
39.15 

42.33 
39.84 
37.63 

35.65 
33.87 

40.76 
38.37 
36.24 

34.33 
32.61 

39.77 
37.43 
35.35 

33.49 
31.82 

39.21 
36.91 
34.86 

33.02 
31.37 

.33 
.31 

.29 

.28 
.26 

48.90 
46.45 

21 
22 
23 
24 
25 

50.62 
48.32 
46.21 
44.29 
42.52 

44.24 
42.23 
40.39 
38.71 
37.16 

.30 
.29 
.27 
.26 
.25 

37.28 
35.59 
34.04 
32.62 
31.32 

3225 
30.79 
29.45 
28.22 
27.09 

31.06 
29.65 
28.36 
27.18 
26.09 

30.30 
28.92 
27.67 
26.52 
25.45 

29.87 
28.52 
27.28 
26.14 
25.10 

.25 
.24 
.23 
.22 
.21 

26 

27 
28 
29 
30 

40.88 
39.37 
37.96 
36.65 
35.43 

35.74 
34.41 
33.18 
32.04 
30.97 

.24 
.23 
.22 
.22 
.21 

30.11 
29.00 
27.96 
27.00 
26.10 

26.05 
25.09 
24.19 
23.36 

22.58 

25.09 
24.16 
23.30 
22.49 
21.74 

24.48 
23.57 
22.73 
21.94 
21.21 

24.13 
23.24 
22.41 
21.64 
20.92 

.20 
.19 
.19 
.18 
.17 

31 
32 
33 
34 
35 

34.29 
33.22 
32.21 
31.27 
30.37 

29.97 
29.04 
28.15 
27.33 
26.54 

.20 
.20 
.19 
.19 
.18 

25.25 
24.47 
23.72 
23.03 
22.37 

21.85 
21.17 
20.52 
19.92 
19.35 

21.04 
20.38 
19.77 
19.18 
18.63 

20.53 
19.89 
19.28 
18.72 
18.18 

20.24 
19.61 
19.01 
18.46 
17.93 

.17 
.16 
.16 
.15 
.15 

36 
37 
38 
39 
40 

29.53 
28.73 
27.97 
27.25 
26.58 

25.81 
25.11 
24.45 
23.82 
23.23 

.17 
.17 
.17 
.16 
.16 

21.75 
21.16 
20.60 
20.07 
19.57 

18.82 
18.31 
17.82 
17.37 
16.93 

18.12 
17.63 
17.16 
16.72 
16.31 

17.68 
17.20 
16.75 
16.32 
15.91 

17.43 
16.96 
16.51 
16.09 
15.69 

.15 
.14 
.14 
.13 
.13 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web 
crippling. 

84                        BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM    SPECIAL    X    BEAMS, 

IN  TONS  OF  2000   LBS. 

Beams  being  secured  against  yielding  sideways. 

18"! 

idd  for 

15"! 

Add  for 

Span, 
in 

B18 

eachLb.     m_  h 
Increase     B15  b 

B15a 

B15 

each  Lb. 
Increase 

Feet. 

58.5 

52.5 

48.5 

in           -o 

54 

46 

42 

38 

in 

Wain-Ill 

Lbs. 

Lbs. 

Lbs. 

Weight-       Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

weight. 

12 

43.65 

41.13 

39.58 

.39 

47.28 

36.17 

28.7227.55 

26.22 

.33 

13 

40.29 

37.97 

36.53 

.36 

43.65 

33.39 

26.51 

25.43 

24.20 

.30 

14 

37.41 

35.26 

33.92 

.34 

40.53 

31.00 

24.61 

23.61 

22.47 

.28 

15 

34.92 

32.91 

31.66 

.31 

37.83 

28.94 

22.97 

22.04 

20.97 

.25 

16 

32.73 

30.85 

29.68 

.29 

35.46 

27.13 

21.54 

20.66 

19.66 

.26 

17 

30.81 

29.04 

27.93 

.28 

33.38 

25.53 

20.27 

19.45 

18.51 

.23 

18 

29.10 

27.42 

26.38 

.26 

31.52 

24.11 

19.14 

18.37 

17.48 

.22 

19 

27.57 

25.98 

25.00 

.25 

29.86 

22.84 

18.14 

17.40 

16.56 

.21 

20 

26.19 

24.68 

23.75 

.24 

28.37 

21.70 

17.23 

16.53 

15.73 

.20 

21 

24.94 

23.50 

22.61 

.22 

27.02 

20.67 

16.41 

15.74 

14.98 

.19 

22 

23.81 

22.44 

21.59 

.21 

25.79 

19.73 

15.66 

15.03 

14.30 

.18 

23 

22.77 

21.46 

20.65 

.21 

24.67 

18.87 

14.98 

14.37 

13.68 

.17 

24 

21.82 

20.57 

19.79 

.20 

23.64 

18.09 

14.36 

13.78 

13.11 

.16 

25 

20.95 

19.74 

19.00 

.19 

22.70 

17.36 

13.79 

13.22 

12.59 

.16 

26 

20.14 

18.98 

18.27 

.18 

21.82 

16.70 

13.26 

12.72 

12.10     .15 

27 

19.40 

18.28 

17.59 

.17 

21.01 

16.08 

12.76 

12.24 

11.65     .15 

28 

18.71 

17.63 

16.96 

.17 

20.27 

15.50 

12.31 

11.81 

11.24     .14 

29 

18.06 

17.02 

16.38 

.16 

19.57 

14.97 

11.88 

11.40 

10.85     .14 

30 

17.46 

16.46 

15.83 

.16 

18.92 

14.47 

11.49 

11.02 

10.49     .13 

31 

16.90 

15.92 

15.32 

.15 

18.30 

14.00 

11.12'l0.66 

10.15 

.13 

32 

16.37 

15.43 

14.84 

.15 

17.73 

13.57 

10.77 

10.33 

9.83 

.12 

33 

15.87 

14.96 

14.39 

.14 

17.19 

13.15 

10.44 

10.02 

9.53 

.12 

34 

15.40 

14.52 

13.97 

.14 

16.69 

12.77 

10.14 

9.73 

9.25 

.12 

35 

14.96 

14.10 

13.57 

.13 

16.21 

12.40 

9.85 

9.45 

8.99 

.11 

36 

14.55 

13.71 

13.19 

.13 

15.76 

12.06 

9.57 

9.18 

8.74 

.11 

37 

14.16 

13.34 

12.84 

.13 

15.34 

11.73 

9.31 

8.94 

8.50     .11 

38 

13.78 

12.99 

12.50 

.12 

14.93 

11.42 

9.07 

8.70 

8.28     .10 

39 

13.43 

12.66 

12.18 

.12 

14.55 

11.13 

8.85 

8.48 

8.07     .10 

40 

13.10 

12.34 

11.88 

.12 

14.19 

10.85 

8.62 

8.27 

7.87     .10 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 

Ibs.  per  square  inch. 

Loads  given  above  the  heavy  line  exceed  safe  load  for  web  crippling. 
Safe  loads  below  the  dotted  lines  produce  deflections  exceeding  ,£„  of 

the  span. 

BETHLEHEM    STEEL    COMPANY.                        85 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM   SPECIAL  X    BEAMS, 

IN   TONS   OF  2000    LBS. 

Beams  being  secured  against  yielding  sideways. 

1                     12"  I 

Add  for 

10"  I 

Add  for 

^    B123  i       Bi2        rhLb> 

in          Blza     !                                       Increase 

BIO 

each  Lb. 
Increase 

Feet.           36 
Lbs. 

31 

Lbs. 

28.5 
Lbs. 

in 

Weight. 

27.5 
Lbs. 

24.5 

Lbs. 

22.5 

Lbs. 

in 
Weight. 

9       26.68 

22.24       21.39 

.35 

15.96 

15.07 

14.56 

.29 

10       24.02 

20.02       19.27 

.31 

14.37 

13.57 

13.10 

.26 

11   !    21.83 

18.20 

17.51       .29 

13.06 

12.33 

11.91 

.24 

12       20.01 

16.68 

16.05 

.26 

11.97 

11.30 

10.92 

.22 

13       18.47 

15.40 

14.82 

.24 

11.05 

10.43 

10.08 

.20 

14       17.15 

14.30 

13.76 

.22 

10.26 

9.69 

9.36 

.19 

15       16.01 

13.34 

12.84 

.21 

9.58 

9.04 

8.73 

.17 

16       15.01 

12.51 

12.04 

.20 

8.98 

8.48 

8.19 

.16 

17   j    14.13 

11.77 

11.33 

.19 

8.45 

7.98 

7.71 

.15 

18  ;    13.34 

11.12 

10.70 

.17 

7.98 

7.54 

7.28 

.15 

19   1    12.64 

10.53 

10.14 

.17 

7.56 

7.14 

6.89 

.14 

20  I    12.01 

10.01 

9.63 

.16 

7.18 

6.78 

6.55 

.13 

21       11.44 

9.53 

9.17 

.15 

6.84 

6.46 

6.24 

.12 

22       10.92 

9.10 

8.76 

.14 

6.53 

6.17 

5.95 

.12 

23       10.44 

8.70 

8.38 

.14 

6.25 

5.90 

5.70 

.11 

24  1    10.01 

8.34         8.03 

.13 

5.99 

5.65 

5.46 

.11 

25        9.61 

8.01 

7.71 

.13 

5.75 

5.43 

5.24 

.10 

26  i      9.24 

7.70 

7.41 

.12 

5.53 

5.22 

5.04 

.10 

27         8.89 

7.41 

7.14 

.12 

5.32 

5.02 

4.85 

.10 

28        8.58 

7.15 

6.88 

.11 

5.13 

4.84 

4.68 

.09 

29   1      8.28 

6.90 

6.64 

.11 

4.95 

4.68 

4.52 

.09 

30  !      8.01 

6.67 

6.42 

.11 

4.79 

4.52 

4.37 

.09 

31         7.75 

6.47 

6.21 

.10 

32        7.50 

6.25 

6.02 

.10 

33  i      7.28 

6.07 

5.84       .10 

34        7.06 

5.89 

5.67   i    .09 

35        6.86 

5.72 

5.50       .09 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 

Safe  loads  below  the  dotted  lines  produce  deflections  exceeding  ^  of 

the  span. 

86                       BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

BETHLEHEM  SPECIAL  X  BEAMS, 

IN   TONS   OF  2000    LBS. 

Beams  being  secured  against  yielding  sideways. 

Span, 
in 
Feet. 

5 

6 
7 
8 
9 
10 

9"  I 

Add  for 
each  Lb. 
Increase 
in 
Weight. 

a"  x 

Add  for 
each  Lb. 
Increase 
in 
Weight. 

B9 

BB 

23 

Lbs. 

21 

Lbs. 

19 
Lbs. 

21.25 

Lbs. 

18 

Lbs. 

16.25 

Lbs. 

21.91 

18.25 
15.64 
13.69 
12.17 
10.95 

21.03 

20.18 

16.82 
14.41 

.47 

.39 
.34 

.29 
.26 

.24 

17.25 

14.38 
12.32 
10.78 

9.58 
8.63 

16.00 

13.33 
11.43 
10.00 

8.89 
8.00 

15.20 
12.67 

.42 

.35 
.30 
.26 
.23 
.21 

17.53 
15.02 
13.15 
11.69 
10.52 

10.85 
9.50 
8.44 
7.60 

12.61 
11.21 
10.09 

11 
12 
13 
14 
15 

9.96 
9.13 
8.43 
7.82 
7.30 

9.56 

8.76 
8.09 
7.51 
7.01 

9.17 
8.41 
7.76 
7.21 
6.73 

.21 
.20 
.18 
.17 
.16 

7.84 
7.19 
6.63 
6.16 
5.75 

7.27 
6.67 
6.15 
5.71 
5.33 

6.91 
6.33 

5.85 
5.43 
5.07 

.19 
.17 
.16 
.15 
.14 

16 
17 
18 
19 
20 

6.85 
6.44 
6.08 

6.57 
6.19 

5.84 

6.31 
5.94 
5.61 

.15 
.14 
.13 
.13 
.12 

5.39 

5.00 

4.75 

.13 

.12 
.12 
.11 
.11 

5.07 
4.79 
4.54 
4.31 

4.71 
4.44 
4.21 
4.00 

4.47 
4.22 
4.00 
3.80 

5.76 

5.48 

5.54 
5.26 

5.31 
5.05 

21 
22 
23 
24 
25 

5.22 

4.98 
4.76 
4.56 
4.38 

5.01 
4.78 
4.57 
4.38 
4.21 

4.81 
4.59 
4.39 
4.20 
4.04 

.11 
.11 
.10 
.10 
.10 

4.11 
3.92 
3.75 
3.59 
3.45 

3.81 
3.64 
3.48 
3.33 
3.20 

3.62 
3.45 
3.30 
3.17 
3.04 

.10 
.10 
.09 
.09 
.08 

26 
27 
28 
29 
30 

4.21 
4.06 
3.91 
3.78 
3.65 

4.05 
3.90 
3.76 
3.63 
3.51 

3.88 
3.74 
3.60 
3.48 
3.36 

.09 
.09 
.09 
.08 

.08 

i 
i 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  above  the  heavy  lines  are  greater  than  safe  loads  for  web 
crippling. 
Safe  loads  below  the  dotted  lines  produce  deflections  exceeding  ?fa  of 
the  span. 

BETHLEHEM    STEEL    COMPANY.  87 


MAXIMUM    SAFE    SHEAR 
ON  THE  WEBS  OF  BEAMS  AND  GIRDERS. 

On  relatively  short  spans  the  safe  strength  of  the  web 
of  the  beam  against  crippling  caused  by  the  shearing  stress 
may  determine  the  maximum  safe  load  which  the  beam 
should  support. 

The  shearing  stresses  in  the  web  of  a  beam  may  be 
resolved  into  two  component  stresses  of  equal  intensity  at 
right  angles  to  each  other  and  at  angles  of  45  degrees  with 
the  neutral  axis.  Both  of  these  stresses  are  of  the  same 
intensity  and  equal  to  that  of  the  vertical  shear.  These 
component  stresses  are  equivalent  to  compressive  and 
tensile  forces  acting  upon  the  web  of  the  beam.  The  com- 
pressive forces  tend  to  buckle  the  web,  but  it  is  not  entirely 
free  to  do  so  because  the  tensile  forces  acting  at  right  angles 
have  the  effect  of  stiffening  it. 

The  formula  in  general  use  for  determining  the  maximum 
safe  shear  on  the  webs  of  beams  and  girders  is  as  follows, 
in  which, 

v  =  Safe  shearing  stress,  in  pounds  per  square  inch. 
V  =  Maximum  safe  shear,  in  pounds. 
d  =  Depth  of  beam,  in  inches. 
t  =  Thickness  of  web,  in  inches. 
h  =  Clear  distance  between  flanges,  in  inches. 

and    V^vdt  =  _ 


Some  experiments  were  made  to  test  the  reliability  of 
this  formula.  Standard  I  beams  of  open  hearth  steel  of  the 
usual  quality  were  taken  for  the  purpose.  Several  of  the 
beams  had  their  webs  reduced  in  thickness  by  planing  to 
secure  the  desired  ratio  of  thickness  of  web  to  depth  of  beam. 

The  beams,  all  of  short  span,  were  placed  upon  supports 
under  a  testing  machine  and  loaded  at  two  points  symmet- 
rical about  the  center.  The  webs  were  left  entirely  free  to 
act  under  the  shearing  stress  ;  no  connection  angles  or 
stiffeners  were  used  at  the  ends,  under  the  loads  or  elsewhere. 
No  parts  of  the  beams  were  machined  except  the  webs, 
which  had  been  planed  to  secure  the  desired  thickness. 
The  flanges,  in  most  cases,  were  not  perfectly  square  to  the 
web  and  the  loads  applied  by  the  testing  machine  were 
allowed  to  bring  them  square,  the  intention  being  to  secure 
tests  representing  conditions  occurring  in  actual  construction. 

When  the  elastic  limit  was  passed,  the  mill  scale  or  par- 
ticles of  rust  began  to  flake  from  the  webs.  When  the  webs 
began  to  cripple,  no  further  addition  of  load  was  possible. 
Results  of  these  tests  are  shown  in  the  table  on  the  next  page. 


88 


BETHLEHEM    STEEL    COMPANY. 


TESTS    ON    THE    CRIPPLING    STRENGTH    OF    WEBS. 


Size 

Thickness 
of 

Ratio 
of 

Observed  Shear 
inLbs. 

Safe  Shear    \    Factor  of  Safety. 
Allowed      (Provided  by  Formula. 

of 
Beam. 

Web, 
Inches. 

h 

t 

At  Elastic 
Limit. 

At  Crippling 
of  Web. 

by 

Formula, 
LbsT 

Within 
Elastic 
Limit. 

Within 
Crippling 
Load. 

5"! 

.210 

19.6 

41,400 

11,170 

3.7 

5//I 

.125 

31.9 

23,675 

5,700 

4.1 

6"! 

J235 

21.4 

31,100 

49,800 

14,720 

2.1 

3.4 

6"! 

.235 

21.4 

32,650 

52,550 

14,720 

2.2 

3.6 

6"! 

.128 

39.2 

17,500 

22,650    I      6,090 

2.9 

3.7 

6"! 

.129 

39.0 

19,800 

22,900         6,160 

3.2 

3.7 

8"! 

.126 

54.3 

21,550 

21,850    ;      6,100 

3.5 

3.6 

8"! 

.125 

54.6 

20,050 

23,050 

6,020 

3.3 

3.8 

10"! 

.192 

45.1 

33,000 

40,700 

13,730 

2.4 

3.0 

10"! 

.196 

44.2 

32,900 

44,850 

14,240 

2.3 

3.2 

10"! 

.130 

66.5 

22,550 

24,750 

6,310 

3.6 

3.9 

10"  I 

.130 

66.5 

22,050 

24,300 

6,310 

3.5 

3.8 

As  the  compression  flanges  or  steel  beams  under  trans- 
verse loading  fail  at  a  fiber  stress  not  exceeding  52,000  Ibs. 
per  square  inch,  the  fiber  stress  of  16,000  Ibs.  per  square  inch 
usually  allowed  corresponds  to  an  actual  factor  of  safety  not 
greater  than  3.25  within  the  ultimate.  It  likewise  is  one-half 
the  elastic  limit  of  the  material,  or  provides  a  safety  factor  of 
2  within  the  elastic  limit. 

The  above  tests  show  that  the  usual  formula  for  the  safe 
shear  on  the  webs  of  steel  beams  provides  a  larger  margin 
of  safety,  within  both  the  elastic  limit  and  the  ultimate 
strength,  than  the  beam  has  against  failure  by  transverse 
bending  under  a  load  producing  a  maximum  fiber  stress  of 
16,000  Ibs.  per  square  inch.  The  formula  also  provides  a 
larger  margin  of  safety  for  thin  webs  than  for  thick  webs, 
which  is  desirable. 

The  safe  shears  on  the  webs  of  Bethlehem  beams  and 
girders,  derived  from  this  formula,  are  given  in  the  table  on 
the  opposite  page,  and  also  the  corresponding  minimum 
spans  for  the  greatest  safe  uniformly  distributed  loads. 

The  safe  uniformly  distributed  load  for  any  span  less  than 
the  minimum  span  given  must  not  exceed  twice  the  safe 
shear.  The  safe  load  concentrated  at  the  center  of  a  span 
must  not  be  greater  than  twice  the  safe  shear  given,  and  the 
corresponding  minimum  span  will  be  one-half  the  minimum 
span  given  in  the  table.  Loading  of  any  kind  must  not  pro- 
duce a  shear  exceeding  the  safe  shear  given,  unless  the  webs 
are  stiffened. 

Similar  tables  are  given  on  pages  192  and  193  for  Ameri- 
can standard  I  beams  and  channels. 


BETHLEHEM    STEEL    COMPANY.                       89 

MAXIMUM  SAFE  SHEAR  FOR 

BETHLEHEM  SPECIAL  I  BEAMS  AND 
GIRDER   BEAMS, 

BASED    UPON    THE    CRIPPLING    STRENGTH    OF  THE   WEBS: 
AND  THE  CORRESPONDING   MINIMUM  SPANS 
FOR  GREATEST  SAFE   UNIFORMLY   DISTRIBUTED  LOADS. 

SPECIAL  X    BEAMS 

GIRDER    BEAMS. 

Section    DePthof   Veilllt 

Maximum 

Mini- 
mum 

Section    DePthof    Weight      Maximum 

Mini- 
mum 

„     .         Beam,    per  Foot. 
Number.    inches.   founds. 

Safe  Shear, 
Pounds. 

Span, 
Feet. 

„         '   !  Beam,    per  Foot,     Safe  Shear, 
dumber.    Inches>    PoundSt       poundSt 

Span, 
Feet. 

B30 
B28 
B26 

30 

28 
26 

120.0 
105.0 
90.0 

97,400 
83,000 
69,700 

19.2 
18.8 
17.9 

G30a 
G30 

30 
30 

200.0 
175.0 

190,400 
162,300 

17.1 
17.2 

B24a 

24 

84.0 

72,600 

14.7 

G28a 

28 

180.0 

162,500 

17.0 

24 

82.0 

87,500 

11.4 

G28 

28 

162.5 

147,600 

16.7 

24 

72.0 

48,900 

19.0 

G26a 

26 

160.0 

136,700 

16.8 

B20a 

20 

20 

82.0 
72.0 

103,000 
65,400 

8.1 
12.0 

G26 

26 

150.0 

133,200 

16.0 

20 

68.0 

80,700 

8.4 

G24a 

24 

140.0 

109,800 

17.2 

•ROA 

20 

63.0 

62,100 

10.5 

G24 

24 

120.0 

93,000 

17.4 

Bow 

20 
20 

60.0 
58.5 

50,500 
44,300 

12.6 
14.2 

G20a 

20 

140.0 

124,700 

12.6 

18 

58.5 

74,900 

7.0 

G20 

20 

112.0 

91,100 

13.9 

B18 

18 

52.5 

49,700 

9.9 

G18 

18 

92.0 

74,200 

12.7 

B15b 
B15a 

18 
15 

15 
15 

48.5 
72.0 

64.0 
54.0 

34,800 
82,300 

93,200 
53,100 

13.6 
6.9 

5.1 

8.2 

G15b 
G15a 
G15 

15 
15 
15 

140.0 
104.0 
73.0 

134,500 
93,700 
57,600 

8.4 
9.3 
10.9 

15 

46.0 

58,300 

5.9 

G12a 

12 

70.0 

55,900 

8.6 

B15 

15 
15 

42.0 
38.0 

44,100 
28,400 

7.5 
11.1 

G12 

12 

55.0 

39,400 

9.8 

B12a 

12 

36.0 

32,400 

7.4 

G10 

10 

44.0 

28,700 

9.1 

12 

31.0 

32,000 

6.3 

G9 

9 

38.0 

25,700 

7.8 

B12 

12 

28.5 

22,400 

8.6 

G8 

8 

32.5 

22,700 

6.7 

10 

27.5 

33,300 

4.3 

BIO 

10 

24.5 

21,200 

6.4 

10 

22.5 

14,600 

9.0 

Maximum  Safe  Shear        12'°°°  dt 

9 

23.0 

27,500 

4.0 

h8 

*  ~^~  anno  ta 

B9 

9 

21.0 

20,100 

5.2 

Where, 

9 

8 

19.0 
21.25 

13,000 
30,700 

7.8 
2.8 

d=depth  of  beam, 
t=thickness  of  web, 
h=clear  distance  between  flanges. 

B8 

8 

18.00 

19,000 

4.2 

All  dimensions  in  inches. 

8 

16.25    11,500 

6.6 

90          BETHLEHEM  STEEL  COMPANY. 


EXPLANATION    OF   TABLES 

ON   SPACING  OF  BETHLEHEM   SPECIAL  X 
BEAMS  AND  GIRDER  BEAMS. 


The  tables  on  pages  92-107  give  the  proper  spacing,  in 
feet  center  to  center,  for  Bethlehem  girder  beams  and  princi- 
pal weights  of  special  I  beams  for  the  uniformly  distributed 
floor  loads  specified.  The  tables  are  calculated  for  total 
loads,  which  include  the  superimposed  load  which  the  floor 
is  to  support  and  the  dead  weight  of  the  floor  construction 
itself.  The  spacing  in  computed  for  a  maximum  fiber  stress 
of  16,000  Ibs.  per  square  inch.  These  tables  provide  a  con- 
venient means  of  readily  selecting  the  proper  sizes  of  beams 
and  girders  to  be  used  for  supporting  floors. 

For  example,  if  12/x  special  I  beams  weighing  28.5  Ibs. 
per  foot  are  to  be  used  for  supporting  a  total  live  and  dead 
load  of  175  Ibs.  per  square  foot  on  a  span  of  20  ft.,  the  table 
on  page  107  gives  the  spacing  for  this  size  of  beam  on  the 
given  span  to  be  5.5  ft.  This  is  the  proper  distance  the 
beams  should  be  spaced. 

When  the  load  is  given,  and  the  span  and  spacing  of  the 
beams  are  fixed,  the  proper  size  of  beam  to  be  used  can  be 
selected.  Thus,  for  a  total  load  of  150  Ibs.  per  square  foot, 
if  the  length  of  the  beams  is  18  feet  and  the  spacing  fixed  at 
5.5  feet  centers,  the  table  on  page  105  shows  that  10"  special 
I  beams  weighing  24.5  Ibs.  can  be  spaced  5.6  feet  apart,  and 
are  the  proper  size  to  be  used  for  the  purpose. 

Beams  used  as  girders  in  floors  can  be  selected  from  the 
tables. 

Example.  Find  the  proper  beam  to  be  used  as  a  girder 
to  support  a  total  load  of  150  Ibs.  per  square  foot,  the  span 
being  22  feet  in  length  and  the  girders  spaced  17  feet  apart. 
On  page  104  for  a  span  of  22  feet  the  spacing  for  a  20"  special 
I  beam,  weighing  58. 5  Ibs.  per  foot, is  given  as  17. 3  feet  for  the 
assumed  loading.  This  is  the  most  economical  beam  that 
can  be  used  for  the  purpose.  On  account  of  limited  head- 
room, it  might  be  necessary,  however,  to  use  a  shallower 
beam  ;  in  which  case  the  Bethlehem  girder  beams  may  be 
used.  On  page  97  the  spacing  of  a  15"  girder  beam,  weigh- 
ing 73  Ibs.  per  foot,  is  given  as  17.4  feet  for  the  assumed 
loading  and  span.  If  standard  beams  only  were  available, 


BETHLEHEM    STEEL    COMPANY. 


in  this  case  it  would  have  required  two  standard  15"  X  42 
Ib.  beams  with  separators,  or  a  total  weight  of  about  87  Ibs. 
per  foot  as  against  the  73  Ibs.  weight  of  the  Bethlehem 
girder  beam. 

The  spacing  varies  inversely  as  the  intensity  of  the  load- 
ing, so  that  the  tables  may  be  used  for  other  loadings. 
Thus,  to  find  the  spacing  for  a  total  load  of  250  Ibs.  per 
square  foot,  refer  to  the  tables  for  125  Ibs.  and  divide 
the  spacings  given  there  by  2.  The  result  will  be  the  spac- 
ing for  a  total  uniform  load  of  250  Ibs.  per  square  foot. 

On  short  spans  the  spacings  given  in  the  tables  may  pro- 
duce a  loading  greater  than  the  safe  crippling  strength  of  the 
webs  of  the  beams.  This  limit  is  indicated  in  the  tables  by 
heavy  cross  lines.  The  beams  must  not  be  used  on  shorter 
spans  with  the  spacing  given  unless  the  webs  are  stiffened. 
But  it  will  generally  be  advisable  in  such  cases  to  use  a 
heavier  beam  with  a  thicker  web. 

Spacings  given  for  spans  greater  than  24  times  the  depth 
of  the  beams  produce  deflections  exceeding  ^  of  the  span. 
This  limit  is  indicated  in  the  tables  by  dotted  lines.  If  the 
beams  are  to  carry  plastered  ceilings,  the  spacings  given 
below  these  dotted  must  not  be  used,  unless  they  are 
reduced  in  the  following  manner  : 

Let  L'  —  limiting  span,  in  feet,  for  maximum  deflection. 
L  =  given  span,  in  feet. 
S   —  spacing  given  in  table  for  span  L. 
S'  =  reduced  spacing, 
d   =  depth  of  beam,  in  inches. 

Then    L'  =  2  d,  and    S'  =  ^  S. 

J-/ 

Thus,  on  page  101  for  a  total  load  of  100  Ibs.  per  square  foot 
the  spacing  for  12"  special  I  beams  weighing  28.5  Ibs.  per 
foot  on  a  span  of  28  feet  is  given  as  4.9  feet.  The  proper 
spacing  to  limit  the  deflection  will  be  found  as  follows  : 

L'  =  24,    and  S'  =  ff  X  4. 8  =  4. 2  feet, 
and  the  beams,  if  used  with  this  reduced  spacing,  will  deflect 
only  J^-Q  of  the  span. 

The  spacings  are  calculated  only  for  uniformly  distributed 
loading.  When  the  loads  are  concentrated,  or  irregularly 
spaced,  the  tables  of  spacing  do  not  apply,  and  the  proper 
size  of  beams  to  be  used  in  such  cases  can  be  determined 
only  by  calculation  of  the  bending  moments  using  the  actual 
concentrations  of  loads. 


92                        BETHLEHEM    STEEL    COMPANY. 

SPACING  OF 

BETHLEHEM    GIRDER    BEAMS 

FOR 

A  TOTAL  UNI  FORM  LOAD  OF100  LBS.  PER  SQUARE  FOOT. 

PROPER    DISTANCE   IN    FEET, 

CENTER*  TO   CENTER   OF   BEAMS. 

30"  G                 28 

"   G 

26"  G 

24"  G 

Span,  in  Feet. 

G3Oa       G3O       G28a 

G28 

G26a 

G26 

G24a       G24 

200  Lbs.     175  Lbs.  j  180  Lbs. 

162.5  Lbs. 

160  Lbs. 

150  Lbs. 

140  Lbs. 

120  Lbs. 

16 

254.3 

218.1 

216.3 

192.4 

180.1 

166.7 

147.3 

126.1 

17 

225.3 

193.2 

191.6 

170.4 

159,5 

147.6 

130.5 

111.7 

18 

200.9 

172.3 

170.9 

152.0 

142.3 

131.7 

116.4 

99.6 

19 

180.3 

154.7 

153.4 

136.4 

127.7 

118.2 

104.5 

89.4 

20 

162.8 

139.6 

138.5 

123.1 

115.3 

106.7 

94.3 

80.7 

21         !  147.6 

126.6 

125.6 

111.7 

104.5 

96.8 

85.5      73.2 

22           134.5 

115.4    114.4 

101.8 

95.3 

88.2 

77.9      66.7 

23           123.1 

105.5    104.7 

93.1 

87.2 

80.7 

71.3 

61.0 

24         !  113.0 

96.9 

96.2 

85.5 

80.0      74.1 

65.5      56.0 

25           104.2      89.3 

88.6 

78.8 

73.8  |    68.3      60.3      51.6 

26             96.3      82.6 

81.9 

72.9 

68.2      63.1 

55.8      47.7 

27             89.3 

76.6 

76.0 

67.6 

63.2      58.5 

51.7 

44.3 

28          !    83.0 

71.2 

70.6 

62.8 

58.8      54.4 

48.1 

41.2 

29             77.4 

66.4 

65.9 

58.6 

54.8 

50.7 

44.8      38.4 

30 

72.3 

62.1 

61.5 

54.7 

51.2      47.4 

41.9 

35.9 

31            67.7 

58.1 

57.6 

51.3 

48.0      44.4 

39.2 

33.6 

32 

63.6 

54.5 

54.1 

48.1 

45.0      41.7 

36.8 

31.5 

33 

59.8 

51.3 

50.9 

45.2 

42.3 

39.2 

34.6 

29.6 

34             56.3 

48.3 

47.9 

42.6 

39.9 

36.9 

32.6 

27.9 

35 

53.1 

45.6 

45.2 

40.2 

37.6      34.8 

30.8      26.3 

36 

50.2 

43.1 

42.7 

38.0 

35.6 

32.9 

29.1 

24.9 

37             47.6 

40.8 

40.5 

36.0      33.7 

31.2 

27.5 

23.6 

38             45.1 

38.7 

38.4 

34.1      31.9 

29.6 

26.1 

22.3 

39             42.8      36.7 

36.4 

32.4      30.3 

28.1 

24.8 

21.2 

40 

40.7 

34.9 

34.6 

30.8  ;    28.8 

26.7 

23.6 

20.2 

41 

38.7 

33.2 

32.9 

29.3 

27.4 

25.4 

22.4 

19.2 

42 

36.9      31.7 

31.4 

27.9 

26.1 

24.2 

21.4 

18.3 

43 

35.2 

30.2 

30.0 

26.6 

24.9 

23.1 

20.4 

17.5 

44 

33.6 

28.9 

28.6 

25.4 

23.8 

22.1 

19.5 

16.7 

45 

32.1      27.6 

27.4 

24.3 

22.8 

21.1 

18.6 

15.9 

For  load  of  200  Ibs.  per  square  foot  divide  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy    lines   produces  loads  greater  than 
safe  loads  for  web  crippling. 

BETHLEHEM    STEEL    COMPANY.                       93 

SPACING  OF 

BETHLEHEM  GIRDER   BEAMS 

FOR 
ATOTAL  UNIFORM   LOAD  OF  100  LBS.  PER  SQUARE  FOOT. 

PROPER    DISTANCE   IN    FEET,   CENTER  TO    CENTER   OF  BEAMS. 

Span, 

in  Feet. 

20"  G      18"G 

15"  G 

12"G 

10"G 

9"G 

8"  G 

G2Oa 

G20 

Q18 

G15b 

G15a     G15 

G12a 

G12 

G1O 

G9 

G8 

140  Lbs. 

112  Lbs. 

92  Lbs. 

140  Lbs.  104  Lbs. 
353.7271.5 

73  Lbs.    70  Lbs. 

55  Lbs, 

44  Lbs. 

38  Lbs. 

32.5  Lbs. 

6 

7 

8 
9 
10 

11 
12 
13 

14 
15 

16 
17 

18 
19 
20 

21 
22 
23 

24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

217.7 

175.5 
149.5 

131.3 

197.0 
155.6 
126.1 

150.4 

120.0 
94.8 

81.4 
64.4 

111.8 
82.1 

84.4 

62.0 
47.5 
37.5 

30.4 

25.1 
21.1 
18.0 
15.5 
13.5 

11.9 

62.9 
49.8 
40.3 

33.3 
28.0 
23.8 
20.5 
17.9 

15.7 
13.9 
12.4 
Tl~2 
10.1 

9.1 
8.3 
7.6 
7.9 
6.4 

6.0 
5.5 
5.1 

4.8 
4.5 

279.4 
226.4 

187.1 
157.2 
133.9 
115.5 
100.6 

88.4 

78.3 
69.9 
62.7 
56.6 

51.3 

46.8 
42.8 
39.3 
36.2 

33.5 
31.1 

28.9 
26.9 
25.2 

214.2 

118.7 
96.2 

79.5 
66.8 
56.9 
49.1 
42.7 

37.6 
33.3 
29.7 
26.6 
24.0 

21.8 
19.9 
18.2 
16.7 

173.5 

143.4 
120.5 
102.6 
88.5 
77.1 

67.8 
60.0 
53.5 
48.1 
43.4 

39.3 
35.8 
32.8 
30.1 

27.8 

25.7 
23.8 
22.1 
20.6 
19.3 

76.8 

63.5 
53.3 
45.4 
39.2 
34.1 

30.0 
26.6 
23.7 
21.3 
19.2 

17.4 
15.9 
14.5 
13.3 

52.1 

43.1 

36.2 
30.8 
26.6 
23.2 

20.4 
18.0 
16.1 
14.4 
13.0 

104.2 
87.6 
74.6 
64.3 
56.0 

49.3 
43.6 
38.9 
34.9 
31.5 

28.6 
26.1 
23.8 
21.9 
20.2 

18.7 
17.3 
16.1 
15.0 
14.0 

185.5 
159.9 
139.3 

122.4 
108.4 
96.7 
86.8 
78.4 

71.1 
64.8 
59.2 
54.4 
50.2 

46.4 
43.0 
40.0 
37.3 
34.8 

32.6 
30.6 
28.8 
27.1 
25.6 

111.9 
96.5 
84.0 

73.9 

65.4 
58.4 
52.4 
47.3 

42.9 
39.1 
35.7 
32.8 
30.3 

28.0 
25.9 
24.1 
22.5 
21.0 

19.7 
18.5 
17.4 
16.4 
15.4 

128.9 
112.3 

98.7 
87.4 
78.0 
70.0 
63.2 

57.3 
52.2 

47.8 
43.9 
40.4 

37.4 
34.7 
32.2 
30.0 
28.1 

26.3 
24.7 
23.2 
21.9 
20.6 

10.5 
9.4 
8.4 
7.6 

6.9 
6.3 
5.7 
5.3 
4.9 

11.8 
10.8 
9.9 
9.1 
8.3 

7.7 
7.1 
6.7 
6.2 
5.8 

15.4 

14.2 
13.2 
12.3 
11.4 
10.7 

10.0 
9.4 
8.8 
8.3 
7.9 

12.3 

11.4 
10.5 
9.8 
9.1 

8.5 

8.0 
7.5 
7.1 
6.6 
6.3 

23.6 
22.1 
20.8 
19.6 
18.5 

18.1 
16.9 
15.9 
15.0 
14.2 

13.1 
12.3 
11.6 
10.9 
10.3 

For  load  of  200  Ibs.  per  square  foot  divide  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy   lines   produces  loads    greater  than 
safe  loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
Tifo  of  the  span. 

94                        BETHLEHEM    STEEL    COMPANY. 

SPACING  OF 

BETHLEHEM  GIRDER   BEAMS 

FOR 

ATOTALUNIFORM  LOAD  OF125  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET,  CENTER  TO  CENTER  OF  BEAMS. 

30"  G 

28"  G 

26"  G                24"  G 

Span,  in  Feet. 

G3O  a 

G3O 

G28  a 

G28 

G26  a 

G26 

G24a       G24 

200  Lbs. 

175  Lbs. 

180  Lbs. 

162.5  Lbs. 

160  Lbs. 

150  Lbs. 

140  Lbs. 

120  Lbs. 

16 

203.4 

174.5 

173.1 

153.9 

144.1 

133.3 

117.8 

100.8 

17 

180.2 

154.6 

L53.3 

136.4 

127.6 

118.1 

104.4 

89.3 

18 

160.7 

137.9 

136.7 

121.6 

113.8 

105.4 

93.1 

79.7 

19 

144.3 

123.7 

122.7 

109.2 

102.2 

94.6 

83.6 

71.5 

20 

130.2 

111.7 

110.8 

98.5 

92.2 

85.3 

75.4 

64.5 

21 

118.1 

101.3 

100.5 

89.4 

83.6 

77.4 

68.4 

58.5 

22 

107.6 

92.3 

91.5 

81.4 

76.2 

70.5 

62.3 

53.3 

23 

98.5 

84.4 

83.8 

74.5 

69.7 

64.5 

57.0 

48.8 

24 

90.4 

77.6 

76.9 

68.4 

64.0 

59.3 

52.4 

44.8 

25 

83.3 

71.5 

70.9 

63.0 

59.0 

54.6 

48.2 

41.3 

26 

77.0 

66.1 

65.5 

58.3 

54.6 

50.5 

44.6 

38.2 

27 

71.4 

61.3 

60.8 

54.1 

50.6 

46.8 

41.4 

35.4 

28 

66.4 

57.0 

56.5 

50.3 

47.0 

43.5 

38.5 

32.9 

29 

61.9 

53.1 

52.7 

46.9 

43.9 

40.6 

35.8 

30.7 

30 

57.9 

49.6 

49.2 

43.8 

41.0 

37.9 

33.5 

28.7 

31 

54.2  ( 

46.5 

46.1 

41.0 

38.4 

35.5 

31.4 

26.9 

32 

50.9 

43.6 

43.3 

38.5 

36.0 

33.3 

29.5 

25.2 

33 

47.8 

41.0 

40.7 

36.2 

33.9 

31.3 

27.7 

23.7 

34 

45.1 

38.6 

38.3 

34.1 

31.9 

29.5 

26.1 

22.3 

35 

42.5 

36.4 

36.2 

32.2 

30.1 

27.9 

24.6 

21.1 

36 

40.2 

34.5 

34.2 

30.4 

28.5 

26.3 

23.3 

19.9 

37 

38.0 

32.6 

32.4 

28.8 

26.9 

24.9 

22.0 

18.9 

38 

36.1 

30.9 

30.7 

27.3 

25.5 

23.6 

20.9 

17.9 

39 

34.2 

29.4 

29.1 

25.9 

24.2 

22.4 

19.8 

17.0 

40 

32.6 

27.9 

27.7 

24.6 

23.1 

21.3 

18.9 

16.1 

41 

31.0 

26.5 

26.4 

23.4 

21.9 

20.3 

17.9 

15.4 

42 

29.6 

25.4 

25.1 

22.3 

20.9 

19.4 

17.1 

14.6 

43 

28.2 

24.2 

24.0 

21.3 

19.9 

18.5 

16.3 

14.0 

44 

26.9 

23.1 

22.9 

20.4 

19.0 

17.6 

15.6 

13.3 

45 

25.7 

22.1 

21.9 

19.5 

18.2 

16.9 

14.9 

12.7 

For  load  of  250  Ibs.  per  square  foot  divide  spacing  given  by  2. 
Maximum  liber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  web  crippling. 

BETHLEHEM    STEEL    COMPANY.                        95 

SPACING  OF 

BETHLEHEM   GIRDER   BEAMS 

FOR 
ATOTAL  UNIFORM  LOAD  OF125  LBS.  PER  SQUARE  FOOT. 

PROPER    DISTANCE   IN    FEET,   CENTER   TO   CENTER   OF  BEAMS. 

Span, 
in  Feet. 

20"  G 

18"G 

15"G 

12"G 

10"G 

9"G 

8"G 

G2Oa 

G2O 

G18 

G15b 

G15a 

G15 

G12  a 

G12 

G10 

G9 

G8 

140  Lbs. 

112  Lbs. 

92  Lbs.;  140  Lbs. 

104  Lbs. 

73  Lbs. 

157.6 
124.5 
100.9 

70  Lbs. 

55  Lbs. 

44  Lbs. 

38  Lbs. 

32.5  Lbs. 

6 
7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 

18 
19 
20 

21 
22 
23 
24 
25 

26 
27 

28 
29 
30 

31 
32 
33 
34 
35 

174.1 
148.4 
127.9 
111.4 

98.0 
86.8 
77.4 
69.5 
62.7 

56.9 
51.8 
47.4 
43.5 
40.1 

37.1 
34.4 

32.0 
29.8 
27.9 

26.1 
24.5 
23.0 
21.7 
20.5 

140.4 
119.6 

105.0 

282.9 

216.8 
171.3 

120.2 

95.5 

75.7 

65.2 
51.4 

89.4 
65.7 

67.5 

49.6 
38.0 
30.0 
24.3 

20.1 
16.9 
14.4 
12.4 
10.8 

9.5 

50.3 
39.8 
32.2 

26.6 
22.4 
19.1 
16.4 
14.3 

12.6 
11.1 
9.9 

223.6 
181.1 

149.7 
125.8 
107.1 
92.4 
80.5 

70.7 
62.7 
55.9 
50.2 
45.3 

41.1 
37.4 
34.2 
31.4 
29.0 

26.8 
24.8 
23.1 
21.5 

20.1 

95.0 
76.9 

63.6 
53.4 
45.5 
39.3 
34.2 

30.1 
26.6 
23.7 
21.3 
19.2 

17.4 

15.9 
14.5 
13.4 

138.8 

114.7 
96.4 
82.1 
70.8 
61.7 

54.2 
48.0 
42.8 
38.4 
34.7 

31.4 
28.7 
26.2 
24.1 
22.2 

20.5 
19.0 
17.7 
16.5 
15.4 

61.4 

50.8 
42.7 
36.4 
31.4 
27.3 

24.0 
21.3 
19.0 
17.0 
15.4 

13.9 
12.7 
11.6 
10.7 

41.7 

34.5 
29.0 
24.6 
21.3 
18.5 

16.3 
14.4 
12.9 
11.6 
10.4 

"Ts 
8.6 
7.9 

7.2 
6.7 

6.2 
5.7 
5.3 
5.0 
4.6 

83.3 
70.1 
59.7 
51.5 
44.8 

39.4 
34.9 
31.1 
27.9 
25.2 

22.9 
20.8 
19.1 
17.5 
16.1 

14.9 
13.8 
12.9 
12.0 
11.2 

89.5 
77.2 
67.2 

59.1 
52.3 
46.7 
41.9 
37.8 

34.3 
31.3 
28.6 
26.3 
24.2 

22.4 
20.7 
19.3 
18.0 
16.8 

15.7 
14.8 
13.6 
13.1 
12.3 

103.1 

89.8 

79.0 
69.9 
62.4 
56.0 
50.5 

45.8 
41.8 
38.2 
35.1 
32.3 

29.9 
27.7 
25.8 
24.0 
22.5 

21.0 
19.7 
18.6 
17.5 
16.5 

8.4 
7.5 
6.7 
6.1 

5.5 
5.0 
4.6 
4.2 
3.9 

8.9 
8.1 

7.3 
6.7 
6.1 
5.6 
5.2 

4.8 
4.4 
4.1 
3.8 
3.6 

12.3 

11.4 
10.6 
9.8 
9.1 

8.5 

8.0 
7.5 
7.1 
6.7 
6.3 

9.8 

9.1 

8.4 
7.8 
7.3 

6.8 

6.4 
6.0 
5.6 
5.3 
5.0 

18.8 
17.7 
16.6 
15.7 

14.8 

14.4 
13.6 
12.7 
12.0 
11.3 

10.5 

9.9 
9.3 
8.7 
8.2 

For  load  of  250  Ibs.  per  square  foot  divide  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  fines  produces  loads  greater  than  safe 
loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
g$3  of  the  span. 

96                       BETHLEHEM    STEEL    COMPANY. 

SPACING  OF 

BETHLEHEM  GIRDER   BEAMS 

FOR 

A  TOTAL  UNIFORM  LOAD  OF15O  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET.  CENTER  TO  CENTER  OP  BEAMS. 

30"  G 

28"  G 

26"  G 

24"  G 

Span,  in  Feet. 

G3O  a 

G3O 

G28  a 

G28 

G26  a 

G26 

G24a       G24 

200  Lbs. 

175  Lbs. 

180  Lbs. 

162.5  Lbs. 

160  Lbs. 

150  Lbs. 

140  Lbs.  !  120  Lbs. 

16 

169.5 

145.4 

144.2 

128.3 

120.0 

111.1 

98.2 

84.0 

17 

150.2 

128.8 

127.7 

113.6 

106.3 

98.4 

87.0 

74.4 

18 

133.9 

114.9 

113.9 

101.3 

94.8 

87.8 

77.6 

66.4 

19 

120.2 

103.1 

102.3 

90.9 

85.1 

78.8 

69.6 

59.6 

20 

108.5 

93.1 

92.3 

82.1 

76.8 

71.1 

62.9 

53.8 

21         l,    98.4 

84.4 

83.7 

74.5 

69.7 

64.5 

57.0 

48.8 

22 

89.7 

76.9 

76.3 

67.9 

63.5 

58.8 

51.9 

44.4 

23 

82.1 

70.3 

69.8 

62.1 

58.1 

53.8 

47.5 

40.7 

24 

75.3 

64.6 

64.1 

57.0 

53.3 

49.4      43.6 

37.3 

25 

69.5 

59.5 

59.1 

52.5 

49.2 

45.5 

40.2 

34.4 

26 

64.2 

55.1 

54.6 

48.6 

45.5 

42.1 

37.2      31.8 

27 

59.5 

51.1 

50.7 

45.1 

42.1 

39.0 

34.5  i    29.5 

28 

55.3 

47.5 

47.1 

41.9 

39.2 

36.3 

32.1      27.4 

29 

51.6 

44.3 

43.9 

39.1 

36.5 

33.8 

29.9 

25.6 

30 

48,2 

41.4 

41.0 

36.5 

34.1 

31.6 

27.9 

23.9 

31 

45.1 

3S.7 

38.4 

34.2 

32.0 

29.6 

26.2 

22.4 

32 

42.4 

36.3 

36.1 

32.1 

30.0 

27.8 

24.5 

21.0 

33 

39.9 

34.2 

33.9 

30.1 

28.2 

26.1 

23.1 

19.8 

34 

37.5 

32.2 

31.9 

28.4 

26.6 

24.6 

21.7 

18.6 

35 

35.4 

30.4 

30.1 

26.8 

25.1 

23.2 

20.5 

17.6 

36 

33.5 

28.7 

28.5 

25.3 

23.7 

21.9 

19.4 

16.6 

37 

31.7 

27.2 

27.0 

24.0 

22.5 

20.8 

18.4 

15.7 

38             30.1 

25.8 

25.6 

22.7 

21.3 

19.7 

17.4 

14.9 

39             28.5 

24.5 

24.3 

21.6 

20.2 

18.7 

16.5 

14.1 

40             27.1 

23.3 

23.1 

20.5 

19.2 

17.8 

15.7 

13.4 

41         !     25.8 

22.1 

21.9 

19.5 

18.3 

16.9 

14.9 

12.8 

42 

24.6 

21.1 

20.9 

18.6 

17.4 

16.1 

14.3 

12.2 

43 

23.5 

20.1 

20.0 

17.7 

16.6 

15.4 

13.6 

11.7 

44 

22.4 

19.3 

19.1 

16.9 

15.9 

14.7 

13.0 

11.1 

45 

21.4 

18.4 

18.3 

16.2 

15.2 

14.0 

12.4 

10.6 

For  load  of  300  IDS.  per  square  foot  divide  spacing  given  by  2. 
Maximum  liber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  load  greater  than  safe 
loads  for  web  crippling. 

BETHLEHEM    STEEL    COMPANY.                        97 

SPACING  OF 

BETHLEHEM  GIRDER   BEAMS 

FOR 
A  TOTAL  UNIFORM  LOAD  OF15O  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FCET,  CENTER  TO  CENTER  OF  BEAMS. 

Span, 
in 
Feet. 

20"  G 

18"G            15"G 

12"G 

10"G 

9"  G  &"  G 

020a 

G20 

G18 

Glbb  G15a 

G15 

G12a 

G12 

G10 

G9 

G8 

140  Lbs. 
145.1 

112  Lbs.  '  92  Lbs.  140  Lbs.  104  Lbs.;  73  Lbs. 

70  Lbs. 

55  Lbs. 

44  Lbs. 

38Lbs. 

32.5Lbs 

6 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

117.0 
99.6 

87.5 

235.8 

180.7 
142.8 

131.3 
103.8 
84.1 

69.5 
58.4 
49.7 
42.9 
37.4 

32.8 
29.1 
25.9 
23.3 
21.0 

19.1 
17.4 
15.9 
14.6 
13.4 

12.4 
11.5 
10.7 
10.0 
9.3 

100.2 

80.0 
63.2 

54.4 
42.9 

74.5 
54.7 

56.3 

41.3 
31.6 
25.0 
20.3 

16.7 
14.1 
12.0 
10.3 
9.0 

7.9 

41.9 
33.1 
26.8 

22.2 
18.6 
15.9 
13.7 
11.9 

10.5 
9.3 
8.3 
"73 

6.7 

6.1 
5.5 
5.1 
4.7 
4.3 

4.0 
3.7 
3.4 
3.2 
3.0 

186.3 
150.9 

124.7 
104.8 
89.3 
77.0 
67.1 

58.9 
52.2 
46.6 
41.8 
37.7 

34.2 
31.2 
28.5 
26.2 
24.1 

22.3 
20.7 
19.2 
17.9 
16.8 

79.2 
64.1 

53.0 
44.5 
37.9 
32.7 

28.5 

25.0 
22.2 

19.8 
17.7 

16.0 

14.5 
13.2 
12.1 
11.1 

115.7 

95.6 
80.3 
68.4 
59.0 
51.4 

45.2 
40.0 
35.7 
32.0 

28.9 

26.2 
23.9 
21.9 
20.1 
18.5 

17.1 
15.9 
14.7 
13.7 

12.8 

51.2 

42.3 
35.6 
30.3 
26.1 

22.8 

20.0 
17.7 
15.8 
14.2 
12.8 

11.6 
10.6 
9.7 

8.9 

34.7 

28.7 
24.1 
20.6 
17.7 
15.4 

13.6 
12.0 
10.7 
9.6 

8.7 

123.7 
106.6 
92.9 

81.6 
72.3 
64.5 
57.9 
52.2 

47.4 
43.2 
39.5 
36.3 
33.4 

30.9 

28.7 
26.6 
24.8 
23.2 

21.7 
20.4 
19.2 
18.1 
17.1 

74.6 
64.3 
56.0 

49.2 
43.6 
38.9 
34.9 
31.5 

28.6 
26.0 
23.8 
21.9 
20.2 

18.6 
17.3 
16.1 
15.0 
14.0 

13.1 
12.3 
11.6 
10.9 
10.3 

85.9 
74.9 

65.8 
58.3 
52.0 
46.7 
42.1 

38.2 
34.8 
31.8 
29.2 
26.9 

24.9 
23.1 
21.5 
20.0 

18.7 

17.5 
16.4 
15.5 
14.6 
13.7 

7.0 
6.2 
5.6 
5.1 

4.6 
4.2 
3.8 
3.5 
3.2 

7.9 

7.2 
6.6 
6.0 
5.6 

5.1 
4.8 
4.4 
4.1 
3.9 

10.3 

9.5 
8.8 
8.2 
7.6 
7.1 

6.7 
6.3 
5.9 
5.5 
6.2 

8.2 

7.6 
7.0 
6.5 
6.1 
5.7 

5.3 
5.0 
4.7 
4.4 
4.2 

15.7 
14.7 
13.9 
13.1 
12.3 

12.0 
11.3 
10.6 
10.0 
9.4 

8.7 
8.2 
7.7 
7.3 
6.8 

For  load  of  300  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
sis  of  the  span. 

98                       BETHLEHEM    STEEL    COM  PA  NY. 

SPACING  OF 

BETHLEHEM    GIRDER    BEAMS 

FOR 

ATOTALUNIFORM  LOAD  OF175  LBS.  PER  SQUARE  FOOT. 

PROPER    DISTANCE   IN    FEET,    CENTER  TO   CENTER   OF   BEAMS. 

30"  G 

28"  G 

26"  G 

24"  G 

Span,  in  Feet.       G30a 

G3O 

G28a 

G28 

G26a 

G26 

G24a 

G24 

I  200  Lbs. 

175  Lbs. 

180  Lbs. 

162.5  Lbs. 

160  Lbs. 

150  Lbs. 

140  Lbs. 

120  Lbs. 

16 

145.3 

124.6 

123.6 

109.9 

102.9 

95.2 

84.2 

72.0 

17 

128.7 

110.4 

109.5 

97.4 

91.1 

84.4 

74.6 

63.8 

18 

114.8 

98.5 

97.7 

86.9 

81.3 

75.3 

66.5 

56.9 

19 

103.0 

88.4 

87.7 

78.0 

73.0 

67.5 

59.7 

51.1 

20 

93.0 

79.8 

79.1 

70.4 

65.9 

61.0 

53.9 

46.1 

21 

84.3 

72.4 

71.8 

63.8 

59.7 

55.3 

48.9 

41.8 

22 

76.9 

65.9 

65.4 

58.2 

54.4 

50.4 

44.5 

38.1 

23 

70.3 

60.3 

59.8 

53.2 

49.8 

46.1 

40.7 

34.9 

24 

64.6 

55.4 

54.9 

48.9 

45.7 

42.3 

37.4 

32.0 

25 

59.5 

51.1 

50.6 

45.0 

42.2 

39.0 

34.5 

29.5 

26 

55.0 

47.2 

46.8 

41.6 

39.0 

36.1 

31.9 

27.3 

27 

51.0 

43.8 

43.4 

38.6 

36.1 

33.4 

29.6 

25.3 

28 

47.4 

40.7 

40.4 

35.9 

33.6 

31.1 

27.5 

23.5 

29 

44.2 

37.9 

37.6 

33.5 

31.3 

29.0 

25.6 

21.9 

30 

41.3 

35.5 

35.2 

31.3 

29.3 

27.1 

23.9 

20.5 

31 

38.7 

33.2 

32.9 

29.3 

27.4 

25.4 

22.4 

19.2 

32 

36.3 

31.2 

30.9 

27.5 

25.7 

23.8 

21.0 

18.0 

33 

34.2 

29.3 

29.1 

25.8 

24.2 

22.4 

19.8 

16.9 

34 

32.2 

27.6 

27.4 

24.3 

22.8 

21.1 

18.6 

16.0 

35 

30.4 

26.1 

25.8 

23.0 

21.5 

19.9 

17.6 

15.1 

36 

28.7 

24.6 

24.4 

21.7 

20.3 

18.8 

16.6 

14.2 

37 

27.2 

23.3 

23.1 

20.6 

19.2 

17.8 

15.7 

13.5 

38 

25.8 

22.1 

21.9 

19.5 

18.2 

16.9 

14.9 

12.8 

39 

24.5 

21.0 

20.8 

18.5 

17.3 

16.0 

14.2 

12.1 

40 

23.3 

19.9 

19.8 

17.6 

16.5 

15.2 

13.5 

11.5 

41 

22.1 

19.0 

18.8 

16.7 

15.7 

14.5 

12.8 

11.0 

42 

21.1 

18.1 

17.9 

16.0 

14.9 

13.8 

12.2 

10.5 

43 

20.1 

17.3 

17.1 

15.2 

14.2 

13.2 

11.7 

10.0 

44 

19.2 

16.5 

16.4 

14.5 

13.6 

12.6 

11.1 

9.5 

45 

18.4 

15.8 

15.6 

13.9 

13.0 

12.0 

10.6 

9.1 

For  load  of  350  Ibs.  per  square  foot  divide  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch.              . 

Spacing  given  above  the  heavy    lines   produces  loads  greater  than 

safe  loads  for  web  crippling. 

BETHLEHEM    STEEL    COMPANY.                      99 

SPACING  OF 

BETHLEHEM    GIRDER    BEAMS 

FOR 
A  TOTAL  UNIFORM  LOAD  OF  175  LBS.  PER  SQUARE  FOOT. 

PROPER   DISTANCE  IN   FEET.   CENTER  TO  CENTER  OP  BEAMS. 

Span, 
in  feet. 

20"  G 

18G" 

15"G 

12"  G 

10"G 

9"G 

8"G 

G20a 

G20 

G18 

G15b 

G15a 

G15 

G12a 

G12 

G1O 

G9 

G8 

140  Lbs. 

112  Lbs. 

92  Lbs. 

140  Lbs. 

104  Lbs. 

73  Lbs. 

70  Lbs. 

55  Lbs. 

44  Lbs. 

38  Lbs. 

32.5  Lbs. 

6 

7 
8 
9 
10 
11 

0 

13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

124.4 

100.3 
85.4 

75.0 

202.1 

154.9 
122.4 

112.6 
89.0 
72.1 

85.9 

68.2 
54.2 

46.5 
36.8 

63.9 
46.9 

48.2 

35.4 
27.1 
21.4 
17.4 

14.3 

12.1 
10.3 
8.9 

7.7 

6.8 

35.9 
28.4 
23.0 

19.0 
16.0 
13.6 
11.7 
10.2 

9.0 
8.0 
7.1 
~~6~4 
5.8 

5.2 
4.8 
4.3 
4.0 
3.7 

3.4 
3.2 

2.9 

2.7 
2.6 

159.7 
129.3 

106.9 
89.8 
76.5 
66.0 
57.5 

50.5 

44.8 
39.9 
35.8 
32.3 

29.3 
26.7 
24.5 
22.5 
20.7 

19.1 
17.7 
16.5 
15.4 
14.4 

67.8 
54.9 

45.4 
38.1 
32.5 

28.0 
24.4 

21.5 
19.0 
17.0 
15.2 
13.7 

12.5 
11.4 
10.4 
9.5 

99.1 

81.9 

68.8 
58.7 
50.6 
44.1 

38.7 
34.3 
30.6 
27.5 
24.8 

22.5 
20.5 
18.7 
17.2 
15.9 

14.7 
13.6 
12.6 
11.8 
11.0 

43.9 

36.3 
30.5 
26.0 
22.4 
19.5 

17.1 
15.2 
13.5 
12.2 
11.0 

10.0 
9.1 
8.3 
7.6 

29.8 

24.6 
20.7 
17.6 
15.2 
13.2 

11.6 
10.3 
9.2 
8.3 
_7.4 

"e's 

6.2 
5.6 
5.2 

4.8 

4.4 
4.1 
3.8 
3.5 
3.3 

59.6 
50.0 
42.6 
36.8 
32.0 

28.1 
24.9 
22.2 
19.9 
18.0 

16.3 
14.9 
13.6 
12.5 
11.5 

10.7 
9.9 
9.2 
8.6 
8.0 

106.0 
91.4 
79.6 

70.0 
62.0 
55.3 
49.6 
44.8 

40.6 
37.0 
33.9 
31.1 

28.7 

26.5 
24.6 
22.8 
21.3 
19.9 

18.6 
17.5 
16.4 
15.5 
14.6 

63.9 
55.1 

48.0 

42.2 
37.4 
33.3 
29.9 
27.0 

24.5 
22.3 
20.4 

18.8 
17.3 

16.0 
14.8 
13.8 
12.9 
12.0 

11.2 

10.6 
9.9 
9.3 

8.8 

73.7 
64.2 

56.4 
50.0 
44.6 
40.0 
36.1 

32.7 

29.8 
27.3 
25.1 
23.1 

21.4 
19.8 
18.4 
17.2 
16.0 

15.0 
14.1 
13.3 
12.5 
11.8 

6.0 
5.4 

4.8 
4.3 

3.9 
3.6 
3.3 
3.0 
2.8 

8.8 

8.1 
7.5 
7.0 
6.5 
6.1 

5.7 
5.4 
5.0 
4.7 
4.5 

7.0 

6.5 
6.0 
5.6 
5.2 
4.9 

4.6 
4.3 
4.0 
3.8 
3.6 

13.5 
12.6 
11.9 
11.2 
10.6 

10.3 
9.7 
9.1 
8.6 
8.1 

7.5 
7.0 
6.6 
6.2 
5.9 

For  load  of  350  Ibs.  per  square  foot  divide  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding  ^ 
of  the  span. 

100                      BETHLEHEM    STEEL    COMPANY. 

SPACING  OF 

BETHLEHEM  SPECIAL  X    BEAMS 

FOR 

A  TOTALUNIFORM  LOAD  OF100  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET,  CENTER  TO  CENTER  OF  BEAMS. 

Span,  in  Feet. 

30"  I 

28"  I 

26"  I 

24"! 

20"  I         18"  I 

B30 

B28 

B26 

B24  a 

B24 

B2Oa 

B2O         B18 

120  Lbs. 

105  Lbs. 

90  Lbs. 

84  Lbs. 

72  Lbs. 

72  Lbs. 

58.5  Lbs. 

48.5  Lbs. 

16 
17 
18 
19 
20 

146.4 
129.7 
115.7 
103.8 

121.7 
107.8 
96.2 

97.5 

86.4 

83.0 
73.6 
65.6 
58.9 
53.2 

72.6 
64.3 
57.4 

61.2 
54.2 
48.3 
43.4 
39.1 

49.0 
43.4 
38.7 
34.8 
31.4 

37.1 
32.9 
29.3 
26.3 
23.8 

77.1 
69.2 
62.4 

86.3 
77.9 

51.5 
46.5 

93.7 

21 
22 
23 
24 
25 

85.0 
77.4 
70.9 
65.1 
60.0 

70.7 
64.4 

58.9 
54.1 
49.9 

56.6 
51.6 
47.2 
43.4 
40.0 

48.2 
43.9 
40.2 
36.9 
34.0 

42.1 
38.4 
35.1 
32.3 
29.7 

35.5 
32.4 
29.6 

27.2 
25.1 

28.5 
25.9 
23.7 
21.8 
20.1 

21.5 
19.6 
18.0 
16.5 
15.2 

26 
27 
28 
29 
30 

55.5 
51.4 
47.8 
44.6 
41.7 

46.1 
42.7 
39.7 
37.1 
34.6 

36.9 
34.3 
31.9 
29.7 

27.7 

31.5 
29.2 
27.1 
25.3 
23.6 

27.5 
25.5 
23.7 
22.1 
20.7 

23.2 
21.5 
20.0 
18.6 
17.4 

18.6 
17.2 
16.0 
14.9 
13.9 

14.1 
13.0 
12.1 
11.3 
10.6 

31 
32 
33 
34 
35 

39.0 
36.6 
34.4 
32.4 
30.6 

32.4 
30.4 

28.6 
27.0 
25.4 

26.0 
24.4 
22.9 
21.6 
20.4 

22.1 

20.8 
19.5 
18.4 
17.4 

19.3 
18.2 
17.1 
16.1 
15.2 

16.3 
15.3 
14.4 
13.5 
12.8 

13.1 
12.3 
11.5 
10.9 
10.2 

9.9 
9.3 

8.7 
8.2 
7.8 

36 

28.9 

24.0 

19:2 

16.4 

14.3 

12.1 

9.7 

7.3 

37 
38 
39 
40 

41 
42 
43 
44 
45 

27.4 
26.0 
24.6 
23.4 

22.3 
21.3 
20.3 

19.4 
18.5 

22.8 
21.6 
20.5 
19.5 

18.5 
17.7 
16.9 
16.1 
15.4 

18.2 
17.3 
16.4 
15.6 

14.9 
14.2 
13.5 
12.9 
12.3 

15.5 
14.7 
14.0 
13.3 

12.7 
12.1 
11.5 
11.0 
10.5 

13.6 
12.9 
12.2 
11.6 

11.1 
10.5 
10.1 
9.6 
9.2 

11.4 
10.8 
10.3 

9.8 

9.2 

8.7 
8.3 
7.8 

6.9 
6.6 
6.2 
5.9 

5.7 
5.4 
5.1 
4.9 

4.7 

9.3 

8.9 
8.5 
8.1 

7.7 

7.5 
7.1 
6.8 
6.5 
6.2 

For  load  of  200  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  Web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
3£s  of  the  span. 

BETHLEHEM    STEEL    C~O*M*PAXY.                       101 

SPACING  Vf.  j       ..    :   ;' 

BETHLEHEM    SPECIAL  X  BEAMS 

FOR 
A  TOTAL  UNIFORM   LOAD  OF100  LBS.  PER  SQUARE  FOOT. 

PROPER    DISTANCE    IN    FECT,   CENTER   TO   CENTER   OF  BEAMS. 
/•                                 • 

Span, 
in  Feet. 

15"  I 

12"! 

10"! 

9' 

89 

8"X 

B15  b 

B15a    B15 

B12a 

B12 

BIO      B10 

B9 

B8 

B8 

72Lbs. 

54  Lbs. 

38  Lbs. 

174.8 
128.4 
98.3 
77.7 
62.9 

52.0 

36  Lbs.  28.5  Lbs 

24.5  Lbs  22.5  Lbs 

21  Lbs. 

19  Lbs.  j  18  Lbs. 

16.25  Lbs. 

6 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 

18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

315.2 

241.1 
177.2 
135.6 

133.4 

98.0 

106.9 
78.6 
60.2 

75.4 

72.8 
53.5 
40.9 

58.4 
42.9 
32.9 
26.0 
21.0 

17.4 
14.6 
12.4 
10.7 
9.4 

8.2 
7.3 
6.5 

56.1 
41.2 

44.5 
32.7 
25.0 
19.8 
16.0 

13.2 
11.1 
9.5 

8.2 
7.1 

6.3 

42.2 

331.6 
177.3 
140.0 
113.5 

93.8 

78.8 
67.2 
58.0 
50.4 

44.3 
39.3 
35.0 
31.4 

28.4 

25.7 
23.5 

21.5 
19.7 
18.2 

16.8 
15.6 
14.5 
13.5 
12.6 

55.4 
42.4 
33.5 
27.1 

22.4 

18.8 
16.1 
13.8 
12.1 

10.6 
9.4 

8.4 
7.5 
6.8 

31.0 
23.8 
18.8 
15.2 

12.6 

10.6 
9.0 

7.8 
6.8 

5.9 

75.1 
59.3 
48.0 

39.7 

33.4 
28.4 
24.5 
21.4 

18.8 
16.6 
14.8 
13.3 
12.0 

10.9 
9.9 
9.1 
8.3 

31.5 
24.9 
20.2 

16.7 
14.0 
11.9 
10.3 
9.0 

7.9 
7.0 
6.2 

107.2 

86.8 

71.7 
60.3 
51.4 
44.3 

38.6 

33.9 
30.0 

26.8 
24.1 
21.7 

19.7 
17.9 
16.4 
15.1 
13.9 

12.8 
11.9 
11.1 
10.3 
9.7 

47.5 
38.5 

31.8 

26.7 
22.8 
19.6 
17.1 

15.0 
13.3 
11.9 
10.7 

9.6 

8.7 
8.0 
7.3 

6.7 

32.4 
26.2 

21.7 
18.2 
15.5 
13.4 
11.6 

10.2 
9.1 
8.1 
7.3 
6.6 

43.7 
37.2 
32.1 

28.0 

24.6 
21.8 
19.4 
17.4 
15.7 

14.3 
13.0 
11.9 
10.9 
10.1 

9.3 
8.6 
8.0 
7.5 
7.0 

5.5 
4.9 
4.4 
4.0 

3.6 
3.3 
3.0 

2.8 
2.6 

5.3 
4.7 
4.2 
3.8 

3.5 
3.1 
2.9 
2.6 
2.4 

5.8 
5.3 

4.8 
4.4 
4.0 
3.7 
3.4 

3.1 
2.9 
2.7 
2.5 
2.3 

5.6 
5.1 

4.6 
4.2 
3.8 
3.5 
3.2 

3.0 
2.8 
2.6 
2.4 
2.2 

6.2 
5.6 
5.1 
4.7 
4.3 

4.0 
3.7 
3.5 
3.2 
3.0 

5.9 
5.4 
5.0 
4.6 
4.2 

3.9 
3.6 
3.3 
3.1 
2.9 

7.7 

7.1 
6.6 
6.1 
5.7 
5.3 

5.0 
4.7 
4.4 
4.2 
3.9 

6.2 

5.7 
5.3 
4.9 
4.6 
4.3 

4.0 
3.8 
3.5 
3.3 
3.1 

11.8 
11.1 
10.4 
9.8 
9.3 

9.0 
8.5 
8.0 
7.5 
7.1 

6.6 
6.1 
5.8 
5.4 
5.1 

For  load  of  200  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  the 
safe  loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
sis  of  the  span. 

102                     BE/rHLEHEM    STEEL    COMPANY. 

SPACING  OF 

BETHLEHEM*  SPECIAL  Z  BEAMS 

FOR 

A  TOTAL  UNIFORM  LOAD  OF125  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET,  CENTER  TO  CENTER  OF  BEAMS. 

30"  X  28"  I  26"  I 

24"  I 

20"! 

18"  I 

Span,  in  Feet 

B30 

B28 

B26 

B24  a 

B24 

B20  a 

B2O 

B18 

120  Lbs. 

105  Lbs. 

90  Lbs. 

84  Lbs. 

72  Lbs. 

72  Lbs. 

58.5  Lbs. 

48.5  Lbs. 

16 

117.1 

97.4 

78.0 

66.4 

58.1 

48.9 

39.2 

29.7 

17 

103.8 

86.3 

69.1 

58.9 

51.4 

43.3 

34.7 

26.3 

18 

92.6 

76.9 

61.7 

52.5 

45.9 

38.7 

31.0 

23.5 

19 

83.1 

69.1 

55.3 

47.1 

41.2 

34.7 

27.8 

21.1 

20 

75.0 

62.3 

49.9 

42.5 

37.2 

31.3 

25.1 

19.0 

21 

68.0 

56.5 

45.3 

38.6 

33.7 

28.4 

228 

17.2 

22 

62.0 

51.5 

41.3 

35.1 

30.7 

25.9 

20.7 

15.7 

23 

56.7 

47.1 

37.8 

32.2 

28.1 

23.7 

19.0 

14.4 

24 

52.1 

43.3 

34.7 

29.5 

25.8 

21.7 

17.4 

13.2 

25 

48.0 

39.9 

32.0 

27.2 

23.8 

20.0 

16.1 

12.2 

26 

44.4 

36.9 

29.6 

25.2 

22.0 

18.5 

14.9 

11.2 

27 

41.1 

34.2 

27.4 

23.3 

20.4 

17.2 

13.8 

10.4 

28 

38.3 

31.8 

25.5 

21.7 

19.0 

16.0 

12.8 

9.7 

29 

35.7 

29.6 

23.8 

20.2 

17.7 

14.9 

11.9 

9.0 

30 

33.3 

27.7 

22.2 

18.9 

16.5 

13.9 

11.2 

8.4 

31 

31.2 

25.9 

20.8 

17.7 

15.5 

13.0 

10.5 

7.9 

32 

29.3 

24.3 

19.5 

16.6 

14.5 

12.2 

9.8 

7.4 

33 

27.5 

22.9 

18.3 

15.6 

13.7 

11.5 

9.2 

7.0 

34 

25.9 

21.6 

17.3 

14.7 

12.9 

10.8 

8.7 

6.6 

35 

24.5 

20.3 

16.3 

13.9 

12.1 

10.2 

8.2 

6.2 

36 

23.1 

19.2 

15.4 

13.1 

11.5 

9.7 

7.7 

5.9 

37 

21.9 

18.2 

14.6 

12.4 

10.9 

9.2 

7.3 

516" 

38 

20.8 

17.3 

13.8 

11.8 

10.3 

8.7 

7.0 

5.3 

39 

19.7 

16.4 

13.1 

11.2 

9.8 

8.2 

6.6 

5.0 

40 

18.7 

15.6 

12.5 

10.6 

9.3 

7.8 

6.3 

4.8 

41 

17.8 

14.8 

11.9 

10.1 

8.9 

7.5 

6.0 

4.5 

42 

17.0 

14.1 

11.3 

9.6 

8.4 

7.1 

5.7 

4.3 

43 

16.2 

13.5 

10.8 

9.2 

8.0 

6.8 

5.4 

4.1 

44 

15.5 

12.9 

10.3 

8.8 

7.7 

6.5 

5.2 

3.9 

45 

14.8 

12.3 

9.9 

8.4 

7.3 

6.2 

5.0 

3.8 

For  load  of  250  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
3^7  of  the  span. 

BETHLEHEM    STEEL    COMPANY.                       103 

SPACING  OF 

BETHLEHEM    SPECIAL  X  BEAMS 

FOR 
A  TOTAL  UNIFORM   LOAD  OF  125  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET,  CENTER  TO  CENTER  OF  BEAMS. 

Span, 
in 
Feet. 

0 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 

27 
28 
29 
30 

31 
32 
33 
34 
35 

15"  I 

12"  I 

10"! 

9"X 

8"  I 

B15b 

B153 

B15 

B12a 

B12 

BIO 

BIO 

B9 

B9 

B8   |     B8 

72Lbs. 

54Lbs.  38Lbs. 

36Lbs. 

28.5  Lbs, 

24.5  Lbs. 

22.5  Lbs. 

21  Lbs. 

19  Lbs. 

18  Lbs. 

16.25  Lbs. 

252.2 
185.3 
141.9 
112.1 
90.8 

75.0 
63.1 
53.7 
46.3 
40.4 

35.5 
31.4 

28.0 
25.2 

22.7 

20.6 
18.8 
17.2 
15.8 
14.5 

13.4 

12.5 
11.6 
10.8 
10.1 

192.9 
141.7 
08.5 

139.8 
102.7 
78.7 
62.1 
50.3 

41.6 

106.7 

78.4 

85.6 
62.9 

48.1 

60.3 

58.2 
42.8 
32.8 

46.7 
34.3 
26.3 
20.8 
16.8 

13.9 
11.7 
10.0 
8.6 
7.5 

6.6 
5.8 
5.2 

44.9 
32.9 

35.6 
26.1 
20.0 

15.8 
12.8 

10.6 
8.9 
7.6 
6.5 
5.7 

5.0 
""4.4 
4.0 
3.5 
3.2 

2.9 
2.7 
2.4 
2.2 
2.1 

33.8 

44.3 
33.9 
26.8 
21.7 

17.9 
15.1 
12.8 
11.1 
9.6 

8.5 
7.5 
6.7 
6.0 
5.4 

24.8 
19.0 
15.0 
12.2 

10.1 
8.5 
7.2 
6.2 
5.4 

4.8 

"""4.2" 

3.8 
3.4 
3.0 

2.8 
2.5 
2.3 
1.9 
1.9 

60.0 
47.4 
38.4 

31.8 
26.7 
22.7 
19.6 
17.1 

15.0 
13.3 
11.9 
10.6 
9.6 

8.7 
7.9 
7.3 
6.7 

25.2 
19.9 
16.1 

13.3 
11.2 
9.6 
8.2 

7.2 

6.3 
5.6 
5.0 

85.7 
69.5 

57.4 
48.2 
41.1 
35.4 
30.9 

27.1 
24.0 
21.4 
19.2 
17.4 

15.7 

14.4 
13.1 
12.1 
11.1 

10.3 

9.5 
8.9 
8.3 

7.7 

38.0 
30.8 

25.5 
21.4 

18.2 
15.7 
13.7 

12.0 
10.7 
9.5 

8.5 

7.7 

7.0 
6.4 
5.8 
5.3 

25.9 
21.0 

17.3 

14.6 
12.4 
10.7 
9.3 

8.2 
7.3 
6.5 
5.8 
5.2 

35.0 
29.8 
25.7 
22.4 

19.7 
17.4 
15.7 
13.9 
12.6 

11.4 
10.4 
9.5 

8.7 
8.1 

7.4 
6.9 
6.4 
6.0 
5.6 

4.7 
4.2 

3.8 
3.5 
3.2 
2.9 
2.7 

2.5 

2.3 
2.1 
2.0 

1.9 

4.5 
4.0 

3.7 
3.3 
3.1 

2.8 
2.6 

2.4 
2.2 
2.1 
1.9 

1.8 

4.9 
4.5 
4.1 
3.8 
3.5 

3.2 
3.0 
2.8 
2.6 
2.4 

4.8 
4.3 
4.0 
3.6 
3.4 

3.1 
2.9 
2.7 
2.5 
2.3 

6.4 

5.7 
5.3 
4.9 
4.6 
4.3 

4.0 
3.8 
3.5 
3.3 

|     3.1 

4.9 

4.6 
4.2 
3.9 
3.7 
3.4 

3.2 
3.0 
2.8 
2.7 
2.5 

9.5 
8.9 
8.3 
7.9 
7.4 

7.2 
6.8 
6.4 
6.0 

5.7 

5.2 

4.9 
4.6 
4.4 
4.1 

For  load  of  250  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
3£s  of  the  span. 

104                      BETHLEHEM    STEEL    COMPANY. 

SPACING  OF 

BETHLEHEM   SPECIAL  I    BEAMS 

FOR 

ATOTALUNIFOBM  LOAD  OF150  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET,  CENTER  TO  CENTER  OF  BEAMS. 

30"  I 

28"  I 

26"  I 

24"! 

20"  I 

18"  X 

Span,  in  Feet. 

B30 

B28 

B26 

B24a 

B24 

B2O  a       B2O 

B18 

120  Lbs. 

105  Lbs. 

90  Lbs. 

84  Lbs. 

72  Lbs. 

72  Lbs.   |  58.5  Lbs. 

48.5  Lbs. 

16 

97.6 

81.1 

65.0 

55.4 

48.4 

40.8      32.7 

24.7 

17 

86.5 

71.9 

57.6 

49.0 

42.9 

36.1      29.0 

21.9 

18 

77.1 

64.1 

51.4 

43.7 

38.2 

32.2      258 

19.5 

19 

69.2 

57.5 

46.1 

39.3  1   34.3 

28.9      23.2 

17.5 

20 

62.5 

51.9 

41.6 

35.4 

31.0 

26.1 

20.9 

15.8 

21 

56.7 

47.1 

37.8 

32.1 

28.1 

23.7      19.0 

14.4 

22 

51.6 

42.9 

34.4 

29.3      25.6 

21.6      17.3 

13.1 

23 

47.2 

39.3 

31.5 

26.8 

23.4 

19.7 

15.8 

12.0 

24 

43.4 

36.1 

28.9 

24.6 

21.5 

18.1 

14.5 

11.0 

25 

40.0 

33.2 

26.6 

22.7  |    19.8 

16.7 

13.4 

10.1 

26 

37.0 

30.7 

24.6 

21.0 

18.3 

15.4 

12.4 

9.4 

27 

34.3 

28.5 

22.8 

19.4 

17.0 

14.3 

11.5 

8.7 

28 

31.9 

26.5 

21.2 

18.1 

15.8 

13.3 

10.7 

8.1 

29 

29.7 

24.7 

19.8 

16.9 

14.7 

12.4 

10.0 

7.5 

30 

27.8 

23.1 

18.5 

15.8 

13.8 

11.6  '     9.3 

7.0 

31 

26.0 

21.6 

17.3 

14.8 

12.9 

10.9 

8.7 

6.6 

32 

24.4 

20.3 

16.3 

13.8 

12.1 

10.2 

8.2 

6.2 

33 

23.0 

19.1 

15.3 

13.0 

11,4 

9.6 

7.7 

5.8 

34 

21.6 

18.0 

14.4 

12.3 

10.7 

9.0 

7.2 

5.5 

35 

20.4 

17.0 

13.6 

11.6 

10.1 

8.5 

6.8 

5.2 

36 

19.3 

16.0 

12.9 

10.9 

9.6 

8.1 

6.5 

4.9 

37 

18.3 

15.2 

12.2 

104 

9.1 

7.6 

6.1 

~~4.6~ 

38 

17.3 

14.4 

11.5 

9.8 

8.6 

7.2 

5.8 

4.4 

39 

16.4 

13.7 

10.9 

9.3 

8.2 

6.9 

5.5 

4.2 

40 

15.6 

13.0 

10.4 

8.9 

7.7 

6.5 

5.2 

4.0 

41 

14.9 

12.4 

9.9 

8.4 

7.4 

6.2 

5.0 

3.8 

42 

14.2 

11.8 

9.4 

8.0 

7.0 

5.9 

4.7 

3.6 

43 

13.5 

11.2 

9.0        7.7 

6.7 

5.7 

4.5 

3.4 

44 

12.9 

10.7 

8.6 

7.3 

6.4 

5.4 

4.3 

3.3 

45 

12.3 

10.3 

8.2 

7.0 

6.1 

5.2 

4.1 

3.1 

For  load  of  300  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 

loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
5£c  of  the  span.     ' 

BETHLEHEM    STEEL    COMPANY.                      105 

SPACING  OF 

BETHLEHEM    SPECIAL  I    BEAMS 

FOR 
A  TOTAL  UNIFORM   LOADOF16O  LBS.  PER  SQUARE  FOOT. 

PROPER   DISTANCE  IN   FEET,   CENTER  TO   CENTER   OF  BEAM8. 

Span, 
in  Feet. 

15"   I 

12"! 

10"! 

9"! 

8"! 

B15  b 

B15  a 

B16 

B12a 

B12 

BIO 

BIO 

B9 

B9 

B8 

B8 

72Lbs. 

54Lbs. 

38Lbs. 

36Lbs. 

28.5  Lbs 

24.5  Lbs 

22.5  Lbs 

21  Lbs. 

19  Lbs. 

18  Lbs. 

16.25  Lbs. 

6 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 

28 
29 
30 

31 
32 
33 
34 
35 

210.1 

160.8 
118.1 
90.4 

116.5 
85.6 
65.5 
51.8 
41.9 

34.7 

88.9 
65.3 

71.3 
52.4 
40.1 

50.2 

48.5 
35.6 
27.3 

38.9 
28.6 
21.9 
17.3 
14.0 

11.6 
9.7 
8.3 
7.2 
6.2 

5.5 
4.9 
4.3 

37.4 
27.5 

29.6 
21.8 
16.7 
13.2 
10.7 

8.8 
7.4 
6.3 
5.4 
4.7 

4.2 

28.1 

154.4 
118.2 
93.4 
75.7 

62.5 
52.5 

44.8 
38.6 
33.6 

29.6 
26.2 
23.3 
21.0 

18.9 

17.2 
15.6 
14.3 
13.1 
12.1 

11.2 
10.4 
9.7 
9.0 

8.4 

36.9 
28.3 
22.3 
18.1 

14.9 
12.6 
10.7 
9.2 
8.0 

7.1 
6.3 
5.6 
5.0 
4.5 

20.7 
15.8 
12.5 
10.1 

.  8.4 
7.0 
6.0 
5.2 
4.5 

4.0 

50.0 
39.5 
32.0 

26.5 
22.2 
18.9 
16.3 
14.2 

12.5 
11.1 
9.9 
8.9 
8.0 

7.3 
6.6 
6.1 
5.6 

21.0 
16.6 
13.5 

11.1 
9.3 
8.0 
6.9 
6.0 

5.3 
4.7 

4.2 

71.4 

57.9 

47.8 
40.2 
34.2 
29.5 
25.7 

22.6 
20.0 
17.9 
16.0 
14.5 

13.1 
12.0 
10.9 
10.0 
9.3 

8.6 
7.9 
7.4 
6.9 
6.4 

31.7 
25.7 

21.2 
17.8 
15.2 
13.1 
11.4 

10.0 
8.9 
7.9 
7.1 
6.4 

5.8 
5.3 
4.9 
4.5 

21.6 
17.5 

14.4 
12.1 
10.3 

8.9 
7.8 

6.8 
6.0 
5.4 

4.8 
4.4 

29.1 
24.8 
21.4 

18.6 

16.4 
14.5 
12.9 
11.6 
10.5 

9.5 
8.7 
7.9 
7.3 
6.7 

6.2 
5.8 
5.4 
5.0 
4.7 

3.7 
3.3 
3.0 
2.7 

2.4 
2.2 
2.0 
1.9 
1.7 

3.5 
3.1 

2.8 
2.5 

2.3 
2.1 
1.9 
1.8 
1.6 

3.9 
3.5 

3.2 

2.9 

2.7 
2.4 

2.2 

2.1 
1.9 
1.8 
1.7 
1.6 

3.7 
3.4 

3.1 
2.8 
2.5 
2.3 
2.2 

2.0 
1.8 
1.7 

1.6 
1.5 

4.1 
3.7 
3.4 
3.1 
2.9 

2.7 
2.5 
2.3 
2.1 
2.0 

4.0 
3.6 
3.3 
3.0 

2.8 

2.6 
2.4 
2.2 
2.1 
1.9 

5.1 

4.7 
4.4 
4.1 
3.8 
3.6 

3.3 
3.1 

2.9 
2.8 
2.6 

4.1 

3.8 
3.5 
3.3 
3.1 

2.9 

2.7 
2.5 
2.4 
2.2 
2.1 

7.9 
7.4 
6.9 
6.5 
6.2 

6.0 
5.7 

5.3 
5.0 
4.7 

4.4 
4.1 
3.9 
3.6 
3.4 

For  load  of  300  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  IDS.  per  square  inch. 
Spacing   given   above  the  heavy  lines  produces  loads  greater  than 
the  safe  loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
?lv  of  the  span. 

106                     BETHLEHEM    STEEL    COM  PA  NY. 

SPACING  OF 

BETHLEHEM  SPECIAL  I  BEAMS 

FOR 

ATOTALUNIFORM  LOAD  OF175  LBS.  PER  SQUARE  FOOT. 

PROPER  DISTANCE  IN  FEET,  CENTER  TO  CENTER  OF  BEAMS. 

30"  X 

28"  I 

26"  X 

24"! 

20"  I 

18"  I 

Span,  in  Feet. 

B30 

B28 

B26 

B24a|     B24 

B20a       B20 

BIS 

120  Lbs. 

105  Lbs. 

90  Lbs. 

84  Lbs. 

72  Lbs. 

72  Lbs. 

58.5  Lbs.    48.5  Lbs. 

16 

83.7 

69.6 

55.7 

47.5 

41.5 

35.0 

28.0 

21.2 

17 

74.1 

61.6 

49.4 

42.0 

36.7 

31.0 

24.8 

18.8 

18 

66.1 

55.0 

44.0 

37.5 

32.8 

27.6 

22.1 

16.8 

19 

59.3 

49.3 

39.5 

33.7 

29.4 

24.8 

19.9 

15.0 

20 

53.5 

44.5 

35.7 

30.4 

26.5 

22.4 

17.9 

13.6 

21 

48.6 

40.4 

32.4 

27.6 

24.1 

20.3 

16.3 

12.3 

22 

44.3 

36.8 

29.5 

25.1 

21.9 

18.5 

14.8 

11.2 

23 

40.5 

33.7 

27.0 

23.0 

20.1 

16.9 

13.6 

10.3 

24 

37.2 

30.9 

24.8 

21.1 

18.4 

15.5 

12.5 

9.4 

25 

34.3 

28.5 

22.8 

19.4 

17.0 

14.3 

11.5 

8.7 

26 

31.7 

26.3 

21.1 

18.0 

15.7 

13.2 

10.6 

8.0 

27 

29.4 

24.4 

19.6 

16.7 

14.6 

12.3 

9.8 

7.5 

28 

27.3 

22.7 

18.2 

15.5 

13.5 

11.4 

9.1 

6.9 

29 

25.5 

21.2 

17.0 

14.5 

12.6 

10.6 

8.5 

6.5 

30 

23.8 

19.8 

15.9 

13.5 

11.8 

9.9 

8.0 

6.0 

31 

22.3 

18.5 

14.9 

12.6 

11.1 

9.3 

7.5 

5.7 

32 

20.9 

17.4 

13.9 

11.9 

10.4 

8.7 

7.0 

5.3 

33 

19.7 

16.4 

13.1 

11.2 

9.8 

8.2 

6.6 

50 

34 

18.5 

15.4 

12.3 

10.5   i     9.2 

7.7 

6.2 

4.7 

35 

17.5 

14.5 

11.7 

9.9   :     8.7 

7.3 

5.9 

4.4 

36 

16.5 

13.7 

11.0 

9.4       8.2 

6.9 

5.5 

4.2 

37 

15.7 

13.0 

10.4 

8.9        7.8 

6.5 

5.2 

4.0" 

38 

14.8 

12.3 

9.9 

8.4       7.4 

6.2 

5.0 

3.8 

39 

14.1 

11.7 

9.4 

8.0   {    7.0 

5.9 

4.7        3.6 

40 

13.4 

11.1 

8.9 

7.6 

6.6 

5.6 

4.5        3.4 

41 

12.7 

10.6 

8.5 

7.2 

6.3 

5.3 

4.3 

3.2 

42 

12.1 

10.1 

8.1 

6.9 

6.0 

5.1        4.1 

3.1 

43 

11.6 

9.6 

7.7 

6.6 

5.7 

4.8 

3.9 

2.9 

44 

11.1 

9.2 

7.4 

6.3 

5.5 

4.6 

3.7 

2.8 

45 

10.6 

8.8 

7.1 

6.0 

5.2 

4.4 

3.5 

2.7 

i 

For  load  of  350  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing  given  above  the  heavy  lines  produces  loads  greater  than  safe 
loads  for  web  crippling. 
Spacing  given-  below  the  dotted  lines  produces  deflections  exceeding 

sla  of  the  span. 

BETHLEHEM    STEEL    COMPANY.                      107 

SPACING  OF 

BETHLEHEM    SPECIAL  X    BEAMS 

FOR 
A  TOTAL  UNIFORM  LOAD  OF175  LBS.  PER  SQUARE  FOOT. 

PROPER    DISTANCE   IN    FEET,    CENTER  TO  CENTER   OF  BEAMS. 

Span, 
in  Feet. 

15"  I 

12"! 

10"X 

9"!                8"X 

B15  b 

B15  a 

54Lbs. 

B15 

B12a 

B12 

BIO 

BIO 

B9        B9    |    B8    |      B8 

72Lbs. 

38Lbs. 

36  Lbs. 

28.5  Lbs 

24.5  Lbs 

22.5  Lbs 

21  Lbs. 

19  Lbs. 

18  Lbs. 

16.25  Lbs. 

6 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 

23 
24 
25 

26 

27 
28 
29 
30 

31 
32 
33 
34 
35 

180.1 

137.8 
101.2 

77.5 

99.9 
73.4 
56.2 
44.4 
36.0 

29.7 

76.2 
56.0 

61.1 
44.9 
34.4 

43.1 

41.6 
30.6 
23.4 

33.4 
24.5 

18.8 
14.8 
12.0 

9.9 
8.3 
7.1 
6.1 
5.3 

5.0 
4.2 
3.7 

32.0 
23.5 

25.4 
18.7 
14.3 
11.3 
9.1 

7.6 
6.4 
5.4 
4.7 
4.1 

3.6 

24.1 

132.3 
101.3 
80.1 
64.9 

53.6 
45.0 

38.4 
33.1 

28.8 

25.3 

22.4 
20.0 
18.0 
16.2 

14.7 
13.4 
12.3 
11.3 
10.4 

9.6 
8.9 
8.3 
7.7 
7.2 

31.6 
24.2 

19.1 
15.5 

12.8 
10.8 
9.2 
7.9 
6.9 

6.1 
5.2 
4.8 
4.4 
3.9 

17.7 
13.6 
10.7 

8.7 

7.2 
6.0 
5.1 
4.4 
3.9 

3.4 

42.9 
33.9 
27.5 

22.7 
19.1 
16.2 
14.0 
12.2 

10.7 
9.5 
8.5 
7.6 
6.9 

6.2 
5.7 
5.2 

4.8 

18.0 
14.2 
11.5 

9.5 
8.0 
6.8 
5.9 
5.1 

4.5 
4.0 
3.6 

61.2 
49.6 

41.0 
34.5 
29.4 
25.3 
22.1 

19.4 
17.2 
15.3 
13.7 
12.4 

11.3 
10.3 
9.4 

8.6 
7.9 

7.3 
6.8 
6.3 
5.9 
5.5 

27.2 
22.0 

18.2 
15.3 
13.0 
11.2 
9.8 

8.6 
7.6 
6.8 
6.1 
5.5 

5.0 
4.5 
4.2 

3.8 

18.5 
15.0 

12.4 
10.4 
8.9 
7.6 
6.7 

5.9 
5.2 
4.6 
4.2 
3.7 

25.0 
21.3 
18.3 
16.0 

14.1 
12.4 
11.1 
10.0 
9.0 

8.2 
7.4 
6.8 
6.2 

5.8 

5.3 
4.9 
4.6 
4.3 
4.0 

3.2 
2.8 
2.5 
2.3 

2.1 
1.9 
1.7 
1.6 
1.5 

3.0 
2.7 
2.4 
2.2 

2.0 
1.8 
1.6 
1.5 
1.4 

3.3 
3.0 

2.7 
2.5 
2.3 
2.1 
1.9 

1.8 
1.7 
1.5 
1.4 
1.3 

3.2 

2.9 

2.6 
2.4 
2.2 
2.0 
1.9 

1.7 
1.6 
1.5 
1.4 
1.3 

3.5 
3.2 
2.9 
2.7 
2.5 

2.3 
2.1 
2.0 
1.9 
1.7 

3.4 
3.1 
2.8 
2.6 
2.4 

2.2 
2.1 
1.9 

1.8 
1.6 

4.4 

4.1 
3.8 
3.5 
3.3 
3.1 

2.9 
2.7 
2.5 
2.4 
2.2 

3.5 

3.3 
3.0 
2.8 
2.6 
2.5 

2.3 
2.2 
2.0 
1.9 

1.8 

6.8 
6.3 
6.0 
5.6 
5.3 

5.2 

4.9 
4.6 
4.4 

4.1 

3.7 
3.5 
3.3 
3.1 
2.9 

Jfor  load  of  350  Ibs.  per  square  foot  divide  the  spacing  given  by  2. 
Maximum  fiber  stress,  16,000  Ibs.  per  square  inch. 
Spacing   given   above  the  heavy  lines  produces  loads  greater  than 
the  safe  loads  for  web  crippling. 
Spacing  given  below  the  dotted  lines  produces  deflections  exceeding 
3$ff  oi  the  span. 

108  BETHLEHEM    STEEL    COMPANY. 

EXPLANATION    OF  TABLES 
OF   SAFE    LOADS   FOR    BETHLEHEM    ROLLED 
STEEL    H    COLUMNS. 

The  superiority  of  steel  columns  over  columns  of  any 
other  material  is  so  well  understood  and  recognized  as  to 
need  no  comment.  Cast  iron  columns  are  sometimes  used 
solely  on  the  score  of  cheapness  because  of  the  relatively 
greater  cost  of  riveted  steel  columns — the  only  kind  of  steel 
columns  heretofore  obtainable ;  but  in  buildings  of  anything 
more  than  the  most  moderate  height,  or  wherever  stiffness 
of  frame  and  absolute  security  is  essential,  steel  columns  are 
exclusively  employed. 

Bethlehem  rolled  steel  H  sections  reduce  the  cost  of  steel 
columns  to  such  an  extent  that  they  can  be  used  for  all  pur- 
poses with  economy.  These  rolled  steel  columns  provide  all 
the  desired  qualities  of  safety  and  reliability  at  a  cost  less 
than  that  of  any  other  form  of  steel  column,  and  at  a  cost  as 
low  or  even  less  than  cast  iron. 

For  very  short  lengths  the  compressive  strength  of  struc- 
tural steel  of  standard  quality  is  the  same  as  its  tensile 
strength.  As  the  length  increases  the  compressive  strength 
diminishes.  A  short  column  has  a  practically  uniform  com- 
pressive strength  for  all  lengths  less  than  about  fifteen  times 
its  least  diameter ;  but  for  greater  lengths  the  strength 
decreases,  the  decrease  being  a  function  of  the  length  of  the 
column  and  the  radius  of  gyration  of  the  section  in  the 
direction  of  its  least  resistance  to  bending.  Conforming  to 
these  conditions,  the  safe  allowable  stress,  in  Ibs.  per  square 
inch,  on  square  ended  columns  of  medium  steel  used  for 
buildings  is  given  by  the  following  formula  : 

13,000  Ibs.  for  lengths  under  55  radii  of  gyration. 
16,000 — 55-  for  lengths  over  55  radii  of  gyration. 

in  which  /=  unsupported  length  of    column  and  r  =  least 
radius  of  gyration,  both  in  inches. 

The  safe  strength  of  steel  columns  given  by  this  formula 
agrees  in  a  satisfactory  manner  with  the  available  experi- 
mental data  on  the  subject.  In  addition  it  is  of  correct 
theoretical  form.  It  represents  a  straight  line  which  becomes 
tangent  to  the  curve  of  Euler's  formula  for  very  long  col- 
umns and  fixes  a  maximum  limit  of  stress  for  columns  of 
relatively  short  length.  The  safe  stress  allowed  on  steel 
columns  by  this  rule  corresponds  to  the  safe  stress  usually 
allowed  for  beams  and  girders  in  buildings.  Columns  pro- 


BETHLEHEM    STEEL    COMPANY. 

109 

portio 
prope 
suppo 
parts  < 
A< 
specifi 
Unitec 
it  will 
practi< 

15000 

I 

«     10000 

I 

w 

« 

f       5000 

A 
and  w 
liable 
the  sh 
into  c 
colum 
in  gen 
of  spe 
Sa 
tables 
rolled 
beams 

ned  in  accordance  with  this  formula  have  the  same 
r  degree  of  safety  as  the  beams  and  girders  which  they 
rt,  thus  maintaining  a  symmetrical  proportion  of  all 
}f  the  structure. 
:omparison  of  this  formula  with  the  column  formulas 
ed  by  the  building  laws  of  the  principal  cities  in  the 
I  States  is  shown  by  the  diagram  herewith,  from  which 
be  seen  that  it  represents  about  an  average  of  general 
:e. 

COMPARISON  OF 
FORMULAS  FOR  STEEL  COLUMNS 
FOR  BUILDINGS 

^ 

X 

N 

X 

-~- 

s 

~^^ 

X 

X 

\ 

^ 

^ 

X 

^ 

X, 

& 

% 

~—  - 

•  —  .. 

\\ 

v 

v^ 

^ 
^ 

*-^. 

$ 

5s 

1 

5 

> 

X, 

J 

\ 

s 

fX, 

^ 

4** 

^ 

5 

X 

x< 

fe^ 

^ 

^ 

~ 

^3 

^s 

for1 

^ 

1 

^ 

-^ 

> 

*> 

^ 

N 

x 

x> 

%o 

X 

^ 

0                             50                             100                            150                           200 

Values  of  Ratios  of  — 

riveted  column,  having  the  metal  in  its  shaft  injured 
eakened  by  the  punching  of  numerous  rivet  holes,  is 
to  fail  under  a  less  load  than  a  rolled  column  in  which 
laft  is  devoid  of  rivets.     The  formula  does  not  take 
onsideration  this  advantage  in  favor  of  the  rolled  steel 
n  sections.     It  represents  only  the  best  current  practice 
eral  steel  column  design,  and  is  not  limited  to  columns 
cial  or  superior  shape, 
te  loads  computed  by  this  formula  are  given  in  the 
on  pages  116-129  for  all    the  sizes  of    Bethlehem 
H  columns  and  on  pages  112-115  for  the  special  I 
>    and    girder  beams  when  used  as    columns.     The 

110  BETHLEHEM    STEEL    COM  PA  NY. 


column  required  for  any  given  load  and  length  is  readily 
selected  from  these  tables. 

The  unsupported  length  of  a  column  should  not  exceed 
150  radii  of  gyration,  which  is  the  limit  of  length  for  which 
safe  loads  are  given  in  the  tables.  In  the  best  practice  the 
unsupported  length  of  a  column  is  frequently  required  not 
to  exceed  125  times  the  least  radius  of  gyration  ;  this  latter 
limit  is  indicated  in  the  tables  by  zigzag  lines. 

An  example  is  given  on  page  130  showing  the  method  of 
selecting  rolled  H  column  sections  for  buildings,  and  to 
which  reference  should  be  made.  Wherever  possible,  it  is 
desirable  to  provide  for  the  given  range  of  loads  by  selecting 
the  different  weights  required  from  the  variations  in  size 
offered  by  columns  of  the  same  section.  Columns  thus 
selected  can  be  obtained  from  the  same  rolling,  thereby 
avoiding  delay  in  delivery. 

Abutting  sections  of  columns,  in  addition  to  having 
machine  squared  ends,  should  be  connected  by  splices  of 
sufficient  size  to  maintain  the  continuity  of  section  required 
for  preserving  the  rigidity  of  the  steel  frame  work  of  the 
building  or  structure.  The  method  of  splicing  column 
sections  and  the  manner  of  connecting  beams  and  girders 
are  shown  by  the  illustrations  on  page  46.  Weights  given 
of  the  various  column  sections  do  not  include  splices  or 
connections  of  any  kind. 

The  safe  loads  given  in  the  tables  are  for  concentric  or 
symmetrical  loading.  When  the  loads  are  not  centrally  or 
symmetrically  applied,  bending  is  produced  in  the  column, 
the  effect  of  which  must  be  considered.  The  unbalanced 
bending  moment  of  the  eccentric  loads  about  the  center  of 
the  column,  in  inch-lbs. ,  divided  by  the  section  modulus  of  the 
column  in  the  direction  of  bending  gives  the  stress  in  Ibs. 
per  square  inch  produced  by  the  bending.  The  load  on  the 
column  produces  a  uniform  compressive  stress  over  the 
whole  cross  section  to  which  the  bending  stress  must  be 
added.  The  sum  is  the  maximum  stress  on  the  extreme 
fibers  of  the  column  section. 

The  maximum  fiber  stress  due  to  direct  load  and  bending 
must  not  be  more  than  25  per  cent,  in  excess  of  the  per- 
missible stress  on  the  column,  for  the  given  length,  obtained 
from  the  formula  for  concentric  loading,  otherwise  the  section 
of  the  column  must  be  increased  until  this  limit  is  not 
exceeded. 

The  section  modulus  about  each  principal  axis  for  all  the 
sections  of  rolled  H  columns  is  given  in  the  tables  of  their 
properties  on  pages  60-73,  by  means  of  which  the  effect  of 
eccentric  loading  is  easily  calculated  and  considered  in  the 
above  manner. 


BETHLEHEM    STEEL    COMPANY.                     Ill 

SPACING  OF                                                          IY  i 

BETHLEHEM  SPECIAL  Z  BEAMS 

AND                                                 •*  —  J[---L—  J|—  x 

GIRDER  BEAMS,                      J^ 

CENTER  TO   CENTER,  TO    PRODUCE   EQUAL    RADII    OF                    j"^Y            j 

GYRATION  ABOUT  BOTH  AXES  XX  AND  YY.                                    U—  --D  =H 

SPECIAL  X  BEAMS. 

GIRDER    BEAMS. 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per  Foot  of 
each  Beam, 
Lbs. 

Distance 
D, 

Inches. 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per  Foot  of 
each  Beam, 
Lbs. 

Distance 
D, 

Inches. 

B30 

30 

120.00 

24.06 

G30a 

30 

200.0 

24.12 

B28 

28 

105.00 

22.52 

B26 

26 

90.00 

21.09 

G30 

30 

175.0 

24.19 

B24a 

24 

84.00 

19.30 

G28a 

28 

180.0 

22.62 

B24 

24 
24 

82.00 
72.00 

18.90 
19.54 

G28 

28 

162.5 

22.66 

B20a 

20 
20 

82.00 

72.00 

15.69 
16.18 

G26a 

26 

160.0 

21.04 

20 

68.00 

15.68 

G26 

26 

150.0 

21.08 

B20 

20 
20 

63.00 
60.00 

15.94 
16.14 

G24a 

24 

140.0 

19.52 

20 

58.50 

16.26 

G24 

24 

120.0 

19.60 

B18 

18 

18 

58.50 
52.50 

14.00 
14.40 

G20a 

20 

140.0 

15.89 

18 

48.50 

14.69 

G20 

20 

112.0 

16.13 

B15b 

15 

72.00 

11.82 

15 

64.00 

11.54 

G18 

18 

92.0 

14.49 

B15a 

15 

54.00 

12.04 

G15b 

15 

140.0 

*11.10 

15 

46.00 

11.68 

B15 

15 

42.00 

11.93 

G15a 

15 

104.0 

11.54 

15 

38.00 

12.24 

G15 

15 

73.0 

11.96 

B12a 

12 

36.00 

9.70 

12 

31.00 

9.60 

G12a 

12 

70.0 

*9.14 

B12 

12 

28.50 

9.80 

G12 

12 

55.0 

mn 

10 

27.50 

7.82 

BIO 

10 

24.50 

8.06 

G10 

10 

44.0 

*7.68 

10 

22.50 

8.16 

9 

23.00 

7.06 

G9 

9 

38.0 

*6.80 

B9 

9 

21.00 

7.20 

G8 

8          32.5 

*5.94 

9 

19.00 

7.37 

*  Denotes  that  the  value  of  D 

8 

21.25           6.07 

given  is  less  than  the  distance  cen- 

B8 

8 
8 

1  a  nfi             fi  Q9          ter  to  center  of  beams  when  placed 
IA  OK             A  KA          close    Aether    with    flanges    in 
lo.zo     1        o.oO          contact. 

112                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

BETHLEHEM    GIRDER    BEAMS 
USED    AS   COLUMNS. 
SQUARE    ENDS. 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii. 
16,000—  55-Lfor  lengths  over  55  radii. 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per 
Foot, 
Lbs. 

Area 
of 

Section, 
Sq.  In. 

Least 
Radius 
of  Gy- 
ration, 
Inches. 

UNSUPPORTED  LENGTH  OF  COLUMNS,  IN  FEET. 

8 

Ft. 

9 

Ft. 

10 

Ft. 

11 

Ft. 

12 

Ft. 

13 

Ft. 

G30a 
G30 

30 
30 

200.0 

175.0 

58.85 
51.35 

3.19 
2.60 

382.5 

333.8 

382.5 
333.8 

382.5 
333.8 

382.5 
333.8 

382.5 
332.6 

382.5 
326.0 

G28a 
G28 

28 
28 

180.0 
162.5 

52.98 
47.81 

3.09 
2.62 

344.4 
310.8 

344.4 
310.8 

344.4 
310.8 

344.4 
310.8 

344.4 
310.2 

344.4 
304.2 

G26a 
G26 

26 
26 

160.0 
150.0 

47.00 
44.13 

2.97 
2.63 

305.5 
286.9 

305.5305.5 
286.9286.9 

305.5 
286.9 

305.5 
286.6 

305.5 
281.0 

G24a 
G24 

24 
24 

140.0 
120.0 

41.03 
35.31 

2.87 
2.61 

266.7 
229.5 

266.7 
229.5 

266.7 
229.5 

266.7 
229.5 

266.7 
228.9 

266.7 
224.4 

G20a 
G20 

20 
20 

140.0 
112.0 

41.28 

32.88 

2.85 
2.66 

268.3 
213.7 

268.3 
213.7 

268.3 
213.7 

268.3 
213.7 

268.3 
213.7 

268.1 
210.0 

G18 

18 

92.0 

27.09 

2.52 

176.1 

176.1 

176.1 

176.1 

174.1 

170.6 

G15b 
G15a 
G15 

15 
15 
15 

140.0 
104.0 
73.0 

41.28 
30.58 
21.52 

2.78 
2.58 
2.33 

268.3 
198.8 
139.9 

268.3 
198.8 
139.9 

268.3 
198.8 
139.9 

268.3 

198.8 
138.6 

268.3 
197.7 
135.6 

266.6 
193.8 
132.5 

G12a 

G12 

12 
12 

70.0 
55.0 

20.60 
16.12 

2.31 
2.17 

133.9 
104.8 

133.9 
104.8 

133.9 
104.4 

132.4 

102.0 

129.5 
99.5 

126.5 
97.1 

G10 

10 

44.0 

12.95 

2.03 

84.2 

84.2 

82.5 

80.4 

78.3 

76.2 

G9 

9 

38.0 

11.18 

1.91 

72.7 

72.1 

70.1 

68.2 

66.3 

64.3 

G8 

8 

32.5 

9.52 

1.78 

61.9 

60.3 

58.5 

56.8 

55.0 

53.2 

Beams  not  secured  against  yielding  sideways  and  free  to  fail  in  direction 
of  least  radius  of  gyration. 

BETHLEHEM    STEEL    COMPANY.                     113 

SAFE  LOADS  IN  TONS  OF  2000  IBS,  FOR 

BETHLEHEM    GIRDER    BEAMS 
USED    AS    COLUMNS. 
SQUARE     ENDS. 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii. 
16,000—  55yfor  lengths  over  55  radii. 

UNSUPPORTED  LENGTH  OF  COLUMNS,  IN  FEET. 

Section 
Number. 

14 

Ft. 

15 

Ft. 

16 

Ft. 

18 

Ft. 

2O 

Ft 

22 

Ft. 

24 

Ft. 

28 

Ft. 

32 

Ft. 

36 

Ft. 

385.6 
319.5 

344.4 
298.2 

302.9 
275.5 

262.2 
220.0 

263.3 
205.9 

167.0 

261.7 
189.9 
129.5 

123.6 
94.6 

74.1 
62.4 
51.5 

379.5 
313.0 

339.0 
292.2 

297.7 
270.0 

257.5 
215.5 

258.6 
201.8 

163.5 

256.8 
186.0 
126.4 

120.7 
92.2 

72.0 
60.5 
49.7 

373.4 
306.5 

333.3 
286.1 

292.4 
264.4 

252.8 
211.1 

253.8 
197.8 

160.0 

251.9 
182.1 
123.4 

117.7 
89.7 

69.9 
58.5 
47.9 

361.2 
293.5 

322.0 
274.1 

282.0 
253.4 

243.4 
202.1 

244.2 
189.6 

152.9 

242.1 
174.2 
117.3 

111.8 

84.8 

65.7 
54.7 
44.4 

349.1 
280.4 

310.7 
262.0 

271.6 
242.3 

233.9 
193.2 

234.7 
181.5 

145.8 

232.3 
166.4 
111.2 

106.0 
79.9 

61.5 
50.8 

336.9 
267.4 

299.4 
250.0 

261.1 
231.2 

224.5 
184.3 

225.1 
173.3 

138.7 

222.5 
158.6 
105.1 

100.1 
75.0 

324.7 

254.4 

288.1 
238.0 

250.7 
220.1 

215.1 
175.4 

215.6 
165.1 

131.6 

212.7 
150.8 
99.0 

94.2 

300.3 
228.3 

265.4 
213.9 

229.8 
198.0 

196.2 
157.5 

196.5 

148.8 

276.0 

251.6 
176.2 

220.2 
165.7 

188.0 
153.7 

158.5 
121.8 

158.2 

G30a 
G30 

G28a 
G28 

G26a 
G26 

G24a 

G24 

G20a 
G20 

G18 

G15b 
G15a 
G15 

G12a 
G12 

G10 
G9 
G8 

202.3 
242.8 

189.8 

208.9 

175.9 

177.3 
139.7 

177.3 
132.5 

103.2 

173.5 
119.5 

117.4 

193.1 
135.1 



86.8 

82.4 
60.3 

70.1 
53.1 
43.1 
33.8 

57.3 
47.0 
37.3 

40.9 

Loads  given  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than 
125  radii  of  gyration. 

114                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

BETHLEHEM    SPECIAL    I    BEAMS 

USED    AS    COLUMNS. 

SQUARE    ENDS. 

Depth 
of 

Weight 

Least 
Arf     Radius 

UNSUPPORTED  LENGTH  OP  COLUMNS 

Section 
Number; 

Beam, 
Inches. 

per 
Foot, 
Lbs. 

01 

Section, 
Sq.  In. 

olliy- 
ration, 
Inches. 

5 
Ft. 

6 

Ft. 

7 
Ft. 

8 

Ft. 

9 

Ft. 

10 

B30 

30 

120.0 

3525 

2.11 

229.1 

229.1 

229.1229.1 

229.1 

226.9 

B28 

28 

105.0 

31.04 

1.98 

201.8 

201.8 

201.8201.8 

201.8 

196.6 

B26 

26 

90.0 

26.63 

1.87 

173.1 

173.1 

173.1 

170.8 

166.1 

161.4 

B24a 

24 

84.0 

24.79 

1.82 

161.1 

161.1 

161.1 

161.1 

157.9 

153.4 

B24 

24 

72.0 

21.21 

1.79 

137.9 

137.9 

137.9 

137.9 

134.5 

1306 

B20a 

20 

72.0 

21.43 

1.78 

139.3 

139.3 

139.3 

139.3 

135.7 

131.8 

20 

68.0 

19.95 

1.51 

129.7 

129.7 

129.1 

124.7 

120.4 

116.0 

20 

63.0 

18.55 

1.54 

120.6 

120,6 

120.6 

116.6 

112.6 

108,7 

B20 

20 

60.0 

17.65 

1.57 

114.7 

114.7 

114.7 

111.5 

107.8 

104.1 

20 

58.5 

17.15 

1.68 

111.5 

111.5 

111.5 

108.6 

105.0 

101.4 

18 

58.5 

17.29 

1.44 

112.4 

112.4 

110.6 

106.6 

102.7 

98.7 

B18 

18 

52.5 

15.40 

1.49 

100.1 

100.1 

99.3 

95.9 

92.5 

89.1 

18 

48.5 

14.23 

1.53 

92.5 

92.5 

92.4 

89.4 

86.3 

83.3 

B15b 

15 

72.0 

21.27 

1.61 

138.3 

138.3 

138.3 

135.3 

130.9 

126.6 

B15a 

15 

54.0 

15.85 

1.53 

103.0 

103.0 

102.9 

99.5 

96.0 

92.6 

15 

46.0 

13.46 

1.34 

87.5 

87.5 

84.5 

81.2 

77.9 

74.5 

B15 

15 

42.0 

12.41 

1.37 

80.7 

80.7 

78.4 

75.4 

72.4 

69.4 

15 

38.0 

11.21 

1.42 

72.9 

72.9 

71.4 

68.8 

66.2 

63.6 

B12a 

12 

36.0 

10.63 

1.38 

69.1 

69.1 

67.3 

64.7 

62.2 

59.6 

"D  1  O 

12 

31.0 

9.13 

1.27 

59.4 

58.8 

56.4 

54.1 

51.7 

49.3 

r>U 

12 

28.5 

8.41 

1.30 

54.7 

54.5 

52.3 

50.2 

48.1 

45.9 

10 

27.5 

8.05 

1.20 

52.3 

51.1 

48.9 

46.7 

44.5 

42.3 

BIO 

10 

24.5 

7.15 

1.24 

46.5 

45.8 

43.9 

42.0 

40.1 

38.2 

10 

22.5 

6.65 

1.27 

43.2 

42.8 

41.1 

39.4 

37.6 

35.9 

9 

23.0 

6.76 

1.12 

43.9 

42.1 

40.1 

38.1 

36.2 

34.2 

B9 

9 

21.0 

6.22 

1.15 

40.4 

39.1 

37.3 

35.5 

33.7 

31.9 

9 

19.0 

6.68 

1.18 

36.9 

35.9 

34.3 

32.7 

31.1 

29.6 

8 

21.25 

6.25 

1.05 

40.2 

38.2 

36.3 

34.3 

32.3 

30.4 

B8 

8 

18.00 

5.37 

1.09 

34.8 

33.2 

31.6 

30.0 

28.3 

26.7 

8 

16.25 

4.81 

1.12 

31.3 

30.0 

28.6 

27.1 

25.7 

24.3 

Beams  not  secured  against  yielding  sideways  and  free  to  fail  in  direction 
of  least  radius  of  gyration. 

BETHLEHEM    STEEL    COMPANY.                      115 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

BETHLEHEM    SPECIAL    X    BEAMS 
USED  AS  COLUMNS. 
SQUARE    ENDS. 

UNSUPPORTED  LENGTH  OP  COLUMNS. 

Section 
Number. 

11 

Ft. 

12 

Ft. 

13 

Ft. 

14 

Ft. 

15 

Ft. 

16 

Ft. 

18 

Ft. 

20 

Ft. 

22 

Ft. 

24 

Ft 

221.4 
191.4 
156.7 

148.9 
126.7 

127.8 

111.6 
104.7 
100.4 

97.8 

94.8 
85.7 
80.2 
122.2 
89.2 

71.2 

66.4 
61.0 

57.1 

47.0 
43.8 

40.1 

36.3 
34.2 

32.2 
30.1 
30.0 

28.4 
25.1 
22.9 

215.9 
186.2 
152.0 
144.4 
122.8 

123.8 

107.3 
100.7 
96.7 
94.2 

90.8 
82.3 
77.2 
117.9 
85.8 

67.9 
63.4 

58.4 

54.5 

44.6 
41.6 

37.8 
34.4 
32.4 

30.2 

28.3 
26.4 

210.3 
181.1 
147.3 
139.9 
118.8 

119.8 

102.9 
96.7 
93.0 
90.6 

86.8 
78.9 
74.1 
113.5 
82.3 

64.6 
60.4 
55.8 

52.0 

42.2 
39.5 

35.6 
32.5 
30.7 

204.8 
175.9 
142.6 
135.4 
114.9 

115.9 

98.6 
92.8 
89.3 
87.1 

82.9 
75.5 
71.0 
109.1 
79.0 

61.3 
57.4 
53.2 

49.5 

199.3 
170.7 
140.2 
130.9 
111.0 

111.9 

94.2 

88.8 
85.6 
83.5 

78.9 
72.1 
68.0 
104.8 
75.5 

193.8 
165.5 
137.9 
126.4 
107.1 

107.9 

89.8 
84.8 
81.8 
79.9 

182.8 
155.2 
128.5 
117.4 
99.3 

100.0 

171.7 
144.9 
119.1 

160.7 

149.7 
124.2 
100.3 
90.4 

B30 
B28 
B26 
B24a 
B24 

B20a 
B20 

B18 

B15b 
B15a 

B15 

B12a 
B12 

BIO 
B9 
B8 

134.5 
109.7 
99.4 
83.7 

84.0 

108.4 
91.5 

92.0 

72.4 
68.9 
67.0 
65.6 

59.1 
55.0 
52.6 
83.0 

58.4 

81.1 
76.9 
74.4 

72.7 

67.0 
61.8 
58.7 
91.7 
65.3 

48.0 
45.5 

42.8 

39.3 

74.9 

68.7 

64.9 
100.4 
72.1 





58.0 
54.4 
50.6 

46.9 

37.5 
35.2 

31.2 

28.7 
27.2 

24.2 
23.0 
21.6 

20.6 
18.6 
17.2 

54.7 
51.5 
48.0 

44.4 

35.1 
33.1 

29.0 
26.8 
25.5 

39.8 
37.4 

33.4 
30.6 
29.0 

26.2 
24.8 
23.2 

22.5 

20.2 
18.6 

28.2 
26.6 
24.8 

24.5 
21.8 
20.1 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  tinder  55  radii. 

16,000-551  for  lengths  over  55  radii. 

26.4 
23.5 
21.5 

Loads  given  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than 
125  radii  of  gyration. 

116                      BETHLEHEM    STEEL    COMPANY. 

± 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

BETHLEHEM    ROLLED    STEEL 
14"    H    COLUMNS. 

SQUARE    ENDS. 

1 

1 

...  _ 

» 

__  L 

L_    _       R_          . 

Section 
Number. 

wr 

Section, 
Lbs.  per 
Foot. 

DIMENSIONS,  INCHES. 

Area  of 
Section, 
Square 
Inches. 

Least 

of  Gy- 
ration, 
Inches. 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

D 

T 

t 

f 

£ 

# 

« 

B 

1O 

Ft. 

12 

Ft. 

14 

Ft. 

16 

Ft. 

18 

Ft. 

Hl4s 

H14 

H14a 
H14b 

426 
47.8 
51.4 
57.1 
61.0 
66.7 
71.0 
77.6 
82.2 
89.2 
93.7 

13/8 

130 
130 
130 
130 
13* 

130 

14 
14 

8.00 
8.04 
9.00 
9.04 

10.00 
10.03 
11.00 
11.04 
12.00 
12.04 
13.00 

12.53 
14.07 
15.12 
16.79 
17.95 
19.61 
20.88 
22.81 
24.17 
26.23 
27.56 

1.87 
1.88 
2.13 
2.15 
2.40 
2.42 
2.68 
2.70 
2.96 
2.97 
3.24 

78.1 
87.9 
97.5 
108.6 
116.7 
127.5 
135.7 
148.3 
157.1 
170.5 
179.1 

73.7 

82.9 
92.9 
103.4 
114.0 
124.8 
135.7 
148.3 
157.1 
170.5 
179.1 

69.3 
78.0 
88.2 
98.2 
109.1 
119.4 
131.1 
143.5 
155.6 
169.0 
179.1 

64.9 
73.0 
83.5 
93.1 
104.1 
114.1 
125.9 
137.9 
150.3 
163.2 
175.6 

60.4 
68.1 
78.8 
87.9 
99.2 
108.8 
120.8 
132.3 
144.9 
157.4 
170.0 

98.8 
106.7 
114.6 
122.5 
130.5 
138.0 
146.0 
154.1 
162.2 

14 
140 

140 
140 
140 

140 

15 

tj 
K 

1A 

14.00 
1404 
14.08 
14.12 
14.16 
14.19 
14.23 
14.27 
14.31 

29.06 
31.38 
33.70 
36.04 
38.38 
40.59 
42.95 
45.33 
47.71 

350 
3.52 
3.53 
3.55 
3.56 
3.58 
3.59 
3.61 
3.62 

188.9 
204.0 
219.1 
234.3 
249.5 
263.8 
279.2 
294.7 
310.1 

189.0 
204.0 
219.1 
234.3 
249.5 
263.8 
279.2 
294.7 
310.1 

189.0 
204.0 
219.1 
234.3 
249.5 
263.8 
279.2 
294.7 
310.1 

188.6 
204.0 
219.1 
234.3 
249.5 
263.8 
279.2 
294.7 
310.1 

183.2 
198.1 
212.9 
228.0 
243.0 
257.4 
272.5 
288.1 
303.4 

164.4 
172.7 
180.9 
189.3 
197.6 
206.0 
214.4 
222.3 

15 

15# 
150 

15  # 
150 

i  A 

[f 

14.57 
14.61 
14.65 
14.69 
14.73 
14.77 
14.81 
14.84 

48.36 
50.78 
53.22 
55.67 
58.12 
60.59 
63.07 
65.39 

3.69 
3.71 
3.72 
3.73 
3.75 
3.76 
3.77 
3.78 

314.3 
330.1 
345.9 
361.9 
377.8 
393.8 
410.0 
425.0 

314.3 
330.1 
345.9 
361.9 

377.8 
393.8 
410.0 
425.0 

314.3 
3301 
3^5.9 
361.9 
377.8 
393.8 
410.0 
425.0 

314.3 
330.1 
345.9 
361.9 
377.8 
393.8 
410.0 
425.0 

309.3 
324.9 
340.8 
356.7 
3729 
389.0 
405.2 
420.4 

230.8 
239.3 
247.9 
256.5 
265.1 
273.7 
282.4 
291.2 

16 
160 
16X 
160 
160 
160 
16% 

16^8 

2 

2? 

14.88 
14.92 
14.96 
15.00 
15.04 
15.08 
15.12 
15.16 

67.89 
70.39 
72.91 
75.43 
77.97 
80.51 
83.07 
85.63 

3.80 
3.81 

3.82 
3.83 
3.85 
3.86 

3.87 
3.88 

441.3 
457.5 
473.9 
490.3 
506.8 
523.3 
540.0 
556.6 

441.3 
457.5 
473.9 
490.3 
506.8 
523.3 
540.0 
556.6 

441.3 
457.5 
473.9 
490.3 
506.8 
523.3 
540.0 
556.6 

441.3 
457.5 
473.9 
490.3 
506.8 
523.3 
540.0 
556.6 

437.0 
453.4 
469.9 
486.5 
503.5 
520.2 
537.1 
554.0 

For  detail  dimensions,  see  page  60. 

BETHLEHEM    STEEL    COMPANY.                    117 

•+• 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR               h,.*  - 

BETHLEHEM    ROLLED  STEEL 

14     H   COLUMNS. 

i  

> 

SQUARE    ENDS. 

i 

UNSUPPORTED   LENGTH   OF  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot. 

20 

Ft. 

22 

Ft. 

24 

Ft. 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

36 

Ft. 

40 

Ft. 

44 

Ft. 

56.0 
63.2 
74.1 
82.8 
94.2 
103.4 
115.6 
126.7 
139.5 
151.6 
164.3 

51.6 

58.2 

47.2 
53.3 
64.7 

72.5 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii. 

16,000—  55  -for  lengths  over  55  radii. 

42.6 

47.8 
51.4 
57.1 
61.0 
66.7 
71.0 
77.6 
82.2 
89.2 
93.7 

69.4 
77.6 
89.3 
98.1 
110.5 
121.2 
134.1 
145.7 
158.7 

60.1 
67.3 
79.4 
87.4 

55.4 
62.2 

74.5 
82.0 

84.5 
92.7 
105.3 
115.6 
128.7 
139.9 
153.1 

69.6 
76.7 

89.9 
98.8 







100.2 
110.0 
123.3 
134.1 
147.5 

95.1 
104.4 
117.9 
128.2 
141.9 

84.8 
93.3 
107.1 
116.6 

74.5 
82.1 
96.4 
104.9 
119.4 

112.5 
122.4 
136.3 

85.6 
93.3 
108.2 

130.7 



177.7 
192.2 
206.6 
221.3 
235.9 
249.9 
264.6 
279.8 
294.7 

172.2 
186.3 
200.3 
214.6 
228.8 
242.4 
256.7 
271.5 
286.0 

166.7 
180.4 
194.0 
207.9 
221.7 
234.9 
248.9 
263.2 
277.3 

161.2 
174.6 
187.7 
201.2 
214.5 
227.4 
241.0 
254.9 
268.6 

155.8 
168.7 
181.4 
194.5 
207.4 
220.0 
233.1 
246.6 
259.9 

150.3 
162.8 
175.1 
187.8 
200.3 
212.5 
225.2 
238.3 
251.2 

144.8 
156.9 
168.8 
181.1 
193.2 
205.0 
217.3 
230.0 
242.5 

133.8 
145.1 
156.2 
167.7 
179.0 
190.0 
201.5 
213.5 
225.1 

122.9 
133.4 
143.6 
154.3 
164.7 
175.1 
185.7 
196.9 
207.7 

111.9 
121.6 
131.0 
140.9 
150.5 
160.1 
170.0 
180.3 
190.3 

98.8 
106.7 
114.6 
122.5 
130.5 
138.0 
146.0 
154.1 
162.2 

300.4 
315.9 
331.3 
346.9 
362.7 
378.4 
394.2 
409.0 

291.7 
306.9 
321.9 
337.0 
352.4 
367.7 
383.1 
397.5 

283.1 
297.8 
312.5 
327.2 
342.2 
357.1 
372.1 
386.1 

274.4 
288.8 
303.0 
317.3 
332.0 
346.5 
361.0 
374.7 

265.8i257.1 
279.8270.7 
293.6284.1 
307.5  297.6 
321.8  311.5 
335.8  325.2 
350.01338.9 
363.3  351.9 

248.5 
261.7 
274.7 
287.8 
301.3 
314.6 
327.9 
340.4 

231.2 
243.6 
255.8 
268.1 
280.8 
293.3 
305.8 
317.6 

213.9 
225.6 
236.9 
248.4 
260.4 
272.0 
283.7 
294.8 

196.6 
207.5 
218.0 
228.7 
239.9 
250.7 
261.7 
271.9 

lt>4.4 
172.7 
180.9 
189.3 
197.6 
206.0 
214.4 
222.3 

425.2 
441.2 
457.3 
473.5 
490.1 
506.4 
522.9 
539.4 

413.4 
429.0 
444.7 
460.5 
476.7 
492.7 
508.7 
524.8 

401.6 
416.8 
432.1 
447.5 
463.4 
478.9 
494.6 
510.3 

389.8 
404.6 
419.5 
434.5 
450.0 
465.1 
480.4 
495.7 

378.0 
392.4 
406.9 
421.5 
436.6 
451.4 
466.2 
481.1 

366.3 
380.2 
394.3 
408.5 
423.3 
437.6 
452.1 
466.6 

354.5 
368.0 
381.7 
395.5 
409.9 
423.8 
437.9 
452.0 

330.9 
343.6 
356.5 
369.5 
383.2 
396.3 
409.6 
422.9 

307.3 
319.3 
331.3 
343.5 
356.4 
368.8 
381.2 
393.7 

283.7 
294.9 
306.2 
317.5 
329.7 
341.2 
352.9 
364.6 

230.8 
239.3 
247.9 
256.5 
265.1 
273.7 
282.4 
291.2 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

118                     BETHLEHEM    STEEL    COMPANY. 

**• 

"TT 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 
i 

j>       BETHLEHEM    ROLLED    STEEL 
13"  H  COLUMNS. 

SQUARE  ENDS. 

J 

T| 

1 

j 

Section 
Number. 

Weight 

Section, 
Lbs.  per 
Foot. 

DIMENSIONS,  INCHES. 

Area  of 
Section, 
Square 
Inches. 

Least 
Radius 
of  Gy- 
ration, 
Inches. 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

D 

T 

B 

10 

Ft 

12 

Ft. 

14 

Ft. 

16 

Ft. 

18 

Ft. 

H13s 

H13 
H13a 
H13b 

41.2 
46.3 
49.9 
55.0 
58.9 
64.9 
69.1 
75.6 
79.8 
86.6 

12# 
12£ 
12# 
12# 
12# 
12* 

12* 

12# 

12% 
13 

l/2 
ft 
T96 
X 
# 

H 

i* 
^ 

X 

H 

# 
,» 

1A 

8.00 
8.04 
9.00 
9.03 
10.00 
10.04 
11.00 
11.04 
12.00 
12.04 

12.12 
13.62 
14.67 
16.17 
17.33 
19.09 
20.33 
22.22 
23.46 
25.48 

1.89 
1.90 
2.16 
2.18 
2.44 
2.45 
2.71 
2.72 
2.99 
3.00 

75.8 
85.3 
94.9 
104.9 
112.6 
124.1 
132.1 
144.4 
152.5 
165.6 

71.6 
80.6 
90.5 
100.0 
110.5 
121.9 
132.2 
144.4 
152.5 
165.6 

67.3 

75.8 
86.0 
95.1 
1058 
116.7 
128.0 
140.0 
151.4 
164.6 

63.1 
71.1 
81.5 
90.2 
101.1 
111.6 
123.0 
134.6 
146.3 
159.0 

58.9 
66.4 
77.0 
85.3 
96.5 
106.4 
118.1 
129.2 
141.1 
153.4 

91.5 
98.9 
106.2 
113.6 
121.0 
128.0 
135.5 
143.0 
150.5 

13 
13# 
13X 
13H 
13# 
13# 
13# 
13% 
14 

13.00 
13.04 
13.08 
13.12 
13.16 
13.19 
13.23 
13.27 
1331 

26.93 
29.08 
31.24 
33.41 
35.59 
37.64 
39.84 
42.05 
44.27 

3.26 
3.28 
3.29 
3.31 
3.32 
3.34 
3.35 
3.36 
3.38 

175.1 
189.0 
203.1 
217.2 
231.3 
244.7 
259.0 
273.3 
287.8 

175.1 
189.0 
203.1 
217.2 
231.3 
244.7 
259.0 
273.3 
287.8 

175.1 
189.0 
203.1 
217.2 
231.3 
244.7 
259.0 
273.3 
287.8 

171.8 
185.8 
199.8 
214.0 
228.1 
241.6 
255.9 
270.3 
285.0 

166.4 
180.0 
193.5 
207.3 
221.0 
2342 
248.1 
2621 
276.4 

156.4 
164.2 
172.1 
180.1 
188.0 
196.1 
204.1 
211.7 
219.8 

14 

MX 

14^ 

MX 

14^ 
H« 
U# 

14% 
15 

iR 
1A 

i* 

i4 
i# 

itt 

1H 

1% 

1H 

2ft 

2^ 
2ft 
2* 

14.00 
14.04 
14.08 
14.12 
14.16 
14.20 
14.24 
14.27 
14.31 

45.99 
48.30 
50.63 
52.96 
55.31 
57.66 
60.03 
62.25 
64,64 

3.57 
3.58 
3.59 
361 
3.62 
3.63 
3.64 
3.66 
3.67 

298.9 
314.0 
329.1 
344.2 
359.5 
374.8 
390.2 
404.6 
420.2 

298.9 
314.0 
329.1 
344.2 
359.5 
374.8 
390.2 
404.6 
420.2 

298.9 
314.0 
329.1 
344.2 
359.5 
374.8 
390.2 
404.6 
420.2 

298.9 
314.0 
329.1 
344.2 
359.5 
374.8 
390.2 
404.6 
420.2 

291.4 
306.3 
321.3 
336.5 
351.7 
3669 
382.3 
397.0 
412.5 

226,5 

234.9 
243.3 
251,8 
260.2 

268.8 
277.3 
285.9 

15 
16# 

15X 
15H 
15^ 
15# 

15# 
15% 

14.88 
14.92 
14.96 
15.00 
15.04 
15.08 
15.12 
15.16 

66.62 
69.09 
71.56 
74.05 
76.54 
79.05 
81.56 
84.09 

3,83 
3.84 
3.85 
3.86 
3.88 
3.89 
3.90 
3.91 

433.0 
449.1 
465.1 
481.3 
497.5 
513.8 
530.1 
546.6 

433.0 
449.1 
465.1 
481.3 
497.5 
513.8 
530.1 
546.6 

433.0 
449.1 
465.1 
481.3 
497.5 
513.8 
530.1 
546.6 

433.0 
449.1 
465.1 
481.3 
497.5 
513.8 
530.1 
546.6 

429.6 
445.9 
462.1 
478.5 
495.1 
511.7 
528.3 
545.0 

For  detail  dimensions,  see  page  62. 

BETHLEHEM    STEEL    COMPANY.                      119 

1 
SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

BETHLEHEM    ROLLED   STEEL 

13"  H   COLUMNS. 

f 

SQUARE    ENDS. 

i 

+ 

~TT 

1  ' 
| 

f-                   R                    »J 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot 

20 

Ft. 

22 

Ft. 

24 

Ft, 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

36 

Ft. 

40 

Ft. 

44 

Ft. 

54.6 
61.7 
72.5 
80.4 
91.8 
101.3 
113.1 
123.8 
135.9 
147.8 

50.4 
56.9 

46.2 
52.2 
63.6 
70.6 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii 

16,000—55  ^  for  lengths  over  55  radii. 

41.2 
46.3 
49.9 
55.0 
58.9 
64.9 
69.1 
75.6 
79.8 
86.6 

68.1 
75.5 
87.1 
96.2 
108.2 
118.5 
130.7 
142.2 

59.1 
65.7 

54.6 
60.8 
73.0 
80.7 

82.4 
91.0 
103.2 
113.1 
125.5 
136.6 

77.7 
85.9 
98.3 
107.7 
120.4 
131.0 

68.3 
75.6 
88.4 
96.9 

63.6 
70.4 
83.4 
91.5 
104.8 
114.2 

73.5 

80.7 
94.5 
102.9 

93.3 
102.3 
115.2 
125.4 

110.0 
119.8 

84.1 
91.7 



160.9 
174.1 
187.3 
200.7 
214.0 
226.7 
240.2 
253.8 
267.7 

155.5 
168.3 
181.0 
194.0 
206.9 
219.3 
232.4 
245.5 
259.1 

150.0 
162.4 
174.7 
187.3 
199.8 
211.9 
224.5 
237.3 
250.4 

144.6 
156.6 
168.5 
180.7 
192.7 
204.4 
216.7 
229.0 
241.8 

139.1 
150.7 
162.2 
174.0 
185.7 
197.0 
208.8 
220.8 
233.1 

133.7 
144.9 
155.9 
167.4 
178.6 
189.6 
201.0 
212.5 
224.5 

128.2 
139.0 
149.7 
160.7 
171.5 
182.1 
193.1 
204.2 
215.9 

117.3 
127.3 
137.1 
147.4 
157.4 
167.2 
177.4 
187.7 
198.6 

106.4 
115.6 
124.6 
134.0 
143.2 
152.4 
161.7 
171.2 
181.3 

95.5 
103.9 
112.1 
120.7 
129.1 
137.5 
146.0 
154.7 
164.0 

91.5 
98.9 
106.2 
113.6 
121.0 
128.0 
135.5 
143.0 
150.5 

282.9 
297.4 
312.0 
326.9 
341.6 
356.4 
371.4 
385.8 
400.9 

274.4 
288.5 
302.7 
317.2 
331.6 
346.0 
360.5 
374.5 
389.3 

265.9 
279.6 
293.3 
307.5 
321.5 
335.5 
349.6 
363.3 
377.6 

257.4 
270.6 
284.0 
297.8 
311.4 
325.0 
338.7 
352.1 
366.0 

248.9 
261.7 
274.7 
288.1 
301.3 
314.5 
327.9 
340.8 
354.4 

240.4 

252.8 
265.4 
278.4 
291.2 
304.0 
317.0 
329.6 
342.8 

231.9  214.9 
243.9  226.1 
256.1  237.5 
268.8  249.4 
281.1  261.0 
293.5  272.6 
306.1284.3 
318.4295.9 
331.1  307.9 

197.9 
208.3 
218.9 
230.0 
240.8 
251.6 
262.6 
273.5 
284.6 

180.9 
190.5 
200.3 
210.7 
220.6 
230.6 
240.8 
251.0 
261.4 

156.4 
164.2 
172.1 
180.1 
188.0 
196.1 
204.1 
211.7 
219.8 

418.2 
434.0 
449.8 
465.8 
482.1 
498.3 
514.5 
530.8 

406.7 
422.1 
437.6 
453.1 
469.1 
484.9 
500.7 
516.6 

395.2 
410.2 
425.3 
440.5 
456.1 
471.5 
486.9 
502.4 

383.7 
398.4 
413.0 
427.8 
443.1 
458.0 
473.1 
488.2 

372.2 
386.5 
400.8 
415.1 
430.1 
444.6 
459.2 
474.0 

360.8 
374.6 
388.5 
402.5 
417.0 
431.2 
445.4 
459.8 

349.3 
362.7 
376.2 
389.8 
404.0 
417.8 
431.6 
445.6 

326.3 
339.0 
351.7 
364.5 
378.0 
391.0 
404.0 
417.2 

303.4 
315.2 
327.1 
339.2 
351.9 
464.2 
376.4 
388.8 

280.4 
291.5 
302.6 
313.9 
325.9 
337.3 
348.8 
360.5 

226.5 
234.9 
243.3 
251.8 
260.2 
268.8 
277.3 
285.9 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

120                      BETHLEHEM    STEEL    COMPANY. 

± 

T~f      | 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

i 

P       BETHLEHEM   ROLLED  STEEL 

|  J   . 

12"  H  COLUMNS. 

SQUARE   ENDS. 

Weight 

DIMENSIONS,  INCHES. 

Area 
of 

Least 
Radius 

UNSUPPORTED  LENGTH  OP  COLUMNS. 

Section 
Number. 

Section, 
Lbs.  per 

D 

T 

B 

Section, 
Square 

of  Gy- 
ration, 

1O 

12 

14 

16 

18 

Foot 

Inches. 

inches. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

40.0 

11% 

~fr 

8.00 

11.76 

1.91 

73.8 

69.7 

65.6 

61.6 

57.5 

45.0 

11% 

A 

8.04 

13.33 

1.92 

83.1 

78.6 

74.0 

69.5 

64.9 

48.1 

11% 

A 

9.00 

14.16 

2.19 

92.0 

87.7 

83.4 

79.1 

74.9 

51.6 

H 

9.04 

15.75 

2.20 

102.4 

97.7 

92.9 

88.2 

83.5 

H12s 

57.4 

lltf 

10.00 

16.89 

2.46 

109.8 

107.9 

103.4 

98.9 

94.4 

63.3 

11% 

H 

10.04 

18.61 

2.47 

121.0 

119.0 

114.1 

109.1 

104.1 

67.1 

11% 

yi 

11.00 

19.74 

2.74 

128.3 

128.3 

124.6 

119.9 

115.1 

73.4 

12 

X 

11.04 

21.60 

2.75 

140.4 

140.4 

136.5 

131.3 

1261 

78.0 

12 

~$ 

12.00 

22.94 

3.01 

149.1 

149.1 

148.3 

143.3 

138.3 

84.7 

12% 

12.04 

24.92 

3.03 

162.0 

162.0 

161.4 

155.9 

150.5 

91.5 

12* 

% 

12.08 

26.92 

3.04 

175.0 

175.0 

174.5 

168.6 

162.8 

98.3 

12% 

T! 

12.12 

28.92 

3.06 

188.0 

188.0 

187.7 

181.5 

175.2 

H12 

105.2 

12.16 

30.94 

3.07 

201.1 

201.1 

201.0 

194.3 

187.7 

112.1 

12% 

ITS 

12.20 

32.96 

3.08 

214.2 

214.2 

214.2 

207.2 

200.1 

118.6 

12^ 

1% 

12.23 

34.87 

3.10 

226.7 

226.7 

226.7 

219.6 

212.1 

125.5 

12% 

Iy85 

12.27 

36.91 

3.11 

239.9 

239.9 

239.9 

232.6 

224.8 

132.5 

13 

IX 

12.31 

38.97 

3.13 

253.3 

253.3 

253.3 

246.0 

237.8 

138.1 

13 

1# 

13.00 

40.61 

3.32 

264.0 

264.0 

264.0 

260.3 

252.2 

145.4 

13% 

1A 

13.04 

42.76 

3.33 

277.9 

277.9 

277.9 

274.3 

265.8 

152.7 

13X 

13.08 

44.92 

3.34 

292.0 

292.0 

292.0 

288.4 

279.5 

160.1 

1A 

13.12 

47.09 

335 

306.1 

306.1 

306.1 

302.5 

293.2 

H12a 

167.5 

13% 

13.16 

49.27 

3.37 

320.3 

320.3 

320.3 

317.0 

307.3 

174.9 

13% 

ly9^ 

13.20 

51.46 

3.38 

334.5 

3345 

334.5 

331.3 

321.2 

182.4 

13^ 

1% 

13.24 

53.66 

3.39 

348.8 

348.8 

348.8 

345.7 

335.3 

189.9 

13% 

11.1. 

13.28 

55.87 

3.40 

363.2 

363.2 

363.2 

360.2 

349.4 

197.1 

14 

1% 

13.31 

57.96 

3.42 

376.7 

376.7 

376.7 

374.1 

363.0 

204.9 

14 

^x 

14.00 

60.27 

3.61 

391.8 

391.8 

391.8 

391.8 

383.0 

212.8 

14% 

lv 

14.04 

62.58 

3.62 

406.8 

406.8 

406.8 

406.8 

398.0 

220.7 

14* 

14.08 

64.91 

3.63 

421.9 

421.9 

421.9 

421.9 

413.1 

228.6 

Itl 

14.12 

67.24 

3.65 

437.1 

437.1 

437.1 

437.1 

428.5 

H12b 

236.6 

14%8 

2 

14.16 

69.59 

3.66 

452.3 

452.3 

452.3 

452.3 

443.8 

244.6 

14% 

2A 

14.20 

71.94 

3.67 

467.6 

467.6 

467.6 

467.6 

459.1 

252.8 

14^ 

2% 

14.24 

74.31 

3.68 

483.0483.0 

483.0 

483.0 

474.5 

260.7 

14% 

23 
TIT 

14.28 

76.68 

3.69 

498.4  498.4 

498.4 

498.4 

4900 

268.8 

15 

14.32 

79.06 

3.71 

514.0  514.0|514.0 

514.0506.0 

For  detail  dimensions,  see  page  64. 

BET 

HLEHEM    STEEL    COMPANY.                      121 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

BETHLEHEM   ROLLED   STEEI 
12"  H   COLUMNS. 

SQUARE   ENDS. 

•* 

L                                J       > 

T  | 

• 

i) 

<  B  v) 

UNSUPPORTED  LENGTH  OP  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot. 

20 

Pt. 

22 

Pt 

24 

Pt. 

26 

Pt. 

28 

Ft. 

30 

Pt. 

32 

Ft. 

34 

Ft. 

36 

Ft. 

40 

Pt. 

53.4 
60.4 

70.6 

78.8 

89.8 
99.2 

110.4 
121.0 

49.4 
55.8 

45.3 
51.3 

62.1 
69.3 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii. 

16,000—  55  Ifor  lengths  over  55  radii. 

40.0 
45.0 

48.1 
51.6 

57.4 
63.3 

67.1 
73.4 

66.3 
74.0 

85.3 
94.2 

105.6 
115.8 

57.8 
64.6 

53.5 
59.9 

71.7 
79.3 

80.7 
89.2 

100.9 
110.6 

76.2 
84.2 

96.1 
105.4 

67.2 
74.3 

86.6 
95.0 

62.6 
69.3 

81.8 
89.9 

1 

91.4 
100.2 

77.1 
84.7 

133.2 
145.1 
156.9 
169.0 
181.0 
193.1 
204.7 
217.0 
229.6 

128.2 
139.7 
151.1 
162.8 
174.4 
186.0 
197.3 
209.1 
221.4 

123.2 
134.2 

145.2 
156.5 
167.7 
178.9 
189.9 
201.3 
213.2 

118.1 
128.8 
139.4 
150.3 
161.1 
171.9 
182.5 
193.5 
204.9 

113.1 
123.4 

133.5 
144.0 
154.4 
164.8 
175.0 
185.6 
196.7 

108.1 
117.9 
127.7 

137.8 
147.8 
157.7 
167.6 

177.8 
188.5 

103.0 
112.5 
121.9 
131.6 
141.1 
150.7 
160.2 
170.0 
180.3 

98.0 
107.1 
116.0 
125.3 
134.4 
143.6 
152.8 
162.1 
172.1 

93.0 
101.7 
110.2 
119.1 
127.8 
136.6 
145.3 
154.3 
163.9 

78.0 
84.7 
91.5 
98.3 
105.2 
112.1 
118.6 
125.5 
132.5 

244.2 
257.3 
270.6 
284.0 
297.7 
311.2 
324.8 
338.5 
351.8 

236.1  228.0 
248.9  240.4 
261.7  252.8 
274.7  265.4 
288.0278.4 
301.2291.1 
314.4i303.9 
327.7|316.8 
340.61329.4 

219.9 
231.9 
244.0 
256.1 

268.7 
281.1 
293.5 
306.0 
318.2 

211.9 
223.4 
235.1 
246.8 
259.1 
271.0 
283.0 
295.1 
307.0 

203.8 
215.0 
226.2 
237.6 
249.4 
261.0 
272.6 
284.3 
295.9 

195.7 
206.5 
217.3 
228.3 
239.8 
250.9 
262.1 
273.4 
284.7 

187.6 
198.0 
208.5 
219.0 
230.1 
240.9 
251.7 
262.6 
273.5 

179.6 
189.5 
199.6 
209.7 
220.5 
230.8 
241.2 
251.7 
262.3 

163.4 
172.6 
181.8 
191.2 
201.2 
210.7 
220.3 
230.1 
239.9 

138.1 
145.4 
152.7 
160.1 
167.5 
174.9 
182.4 
189.9 
197.1 

372.0 
386.5 
401.3 
416.3 
431.2 
446.2 
461.2 
476.3 
491.9 

361.0 
375.1 
389.5 
404.2 
418.7 
433.2 
447.9 
462.6 
477.8 

349.9  338.9 
363.7  352.3 
377.7  365.9 
392.0  379.9 
406.1393.6 
420.3  407.3 
434.6|421.2 
448.9  435.1 
463.8  449.7 

327.9 
340.9 
354.1 
367.7 
381.0 
394.4 
407.9 
421.4 
435.6 

316.9 
329.5 
342.3 
355.5 
368.5 
381.5 
394.6 
407.7 
421.6 

305.9 
318.1 
330.5 
343.4 
355.9 
368.5 
381.2 
394.0 
407.5 

294.8 
306.7 
318.7 
331.2 
343.4 
355.6 
367.9 
380.3 
393.4 

283.8 
295.3 
306.9 
319.1 
330.8 
342.7 
354.6 
366.6 
379.4 

261.8 
272.4 
283.2 
294.8 
305.7 
316.8 
327.9 
339.1 
351.2 

204.9 
212.8 
220.7 
228.6 
236.6 
244.6 
252.8 
260.7 
268.8 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

122                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

•* 

L          j    T-        BETHLEHEM    ROLLED   STE 

n 

11"  H   COLUMNS. 

SQUARE   ENDS. 

Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  55  radii. 

i 

16,000  —  55  —  for  lengths  over  55  radii. 

Weight  DIMENSIONS.     Area      Least 

UNSUPPORTED  LENGTH  OF 

Section 

of 

Section, 

INCHES. 

of      Radius 
Section,  ofGy- 

COLUMNS. 

Number. 

Lbs.  per 
Fool 

D 

T 

B 

Square  ,  ration, 
Inches.  Inches. 

10 

11 

12 

13 

14 

Ft. 

Ft. 

Pt. 

Ft. 

Ft. 

38.4 

i&ji 

# 

8.00 

11.30 

1.94 

71.2 

69.3 

67.3 

65.4 

63.5 

43.3 

10* 

A 

8.04 

12.73 

1.95 

80.3 

78.1 

76.0 

73.8 

71.7 

46.8 

\§y 

A 

9.00 

13.76 

2.21 

89.4 

87.5    85.4   83.4 

81.3 

Hll  8 

52.1 

10# 

H 

9.04 

15.32 

2.22 

99.6 

97.5!  95.2    93.0 

90.7 

55.9 

10# 

H 

10.00 

16.44 

2.47 

106.9 

106.9105.2:103.0 

100.8 

61.3 

11 

tt 

10.03 

18.02 

2.50 

117.1  117.1  115.6 

113.2 

110.9 

65.5 

11 

1.1 

11.00 

19.26 

2.76 

125.2  125.2  125.2 

124.1 

121.8 

71.7 

11^ 

^ 

11.04 

21.08 

2.78 

137.0 

137.0 

137.0 

136.1 

133.6 

77.9 

11X 

it 

11.08 

22.91 

2.79 

148.9 

148.9 

148.9 

148.1 

145.3 

84.2 

11^ 

J/s 

11.12 

24.75 

2.81 

160.9 

160.9 

160.9  160.2 

157.3 

mi 

90.5 

ii# 

T? 

11.16 

26.60 

2.82 

172.9 

172.9 

172.9172.3169.2 

96.8 

11  #  i 

11.20 

28.46 

2.83 

185.0 

185.0 

185.0  184.5 

181.2 

103.1 

u*fi* 

11.24 

30.33 

2.85 

197.2 

197.2 

197.2  197.0 

193.5 

109.1 

IX 

11.27 

32.10 

2.86 

208.7 

208.7 

208.7  208.7 

205.0 

115.5 

12 

1A 

11.31 

33.98 

2.87 

220.9  220.9 

220.9 

220.9  217.1 

120.9 

12 

1A 

12.00 

35.54 

3.06 

231.0 

231.0 

231.0 

231.01230.7 

127.6 

12^ 

IX 

12.04 

37.53 

3.08 

243.9 

243.9 

243.9 

243.9 

243.9 

134.4 

12^ 

1^ 

12.08 

39.52 

3.09 

256.9 

256.9  256.9 

256.9  256.9 

141.2 

12H 

1^ 

12.12 

41.53 

3.10 

270.0 

270.0 

270.0 

270.0  270.0 

Hll  a 

148.1 

12j£ 

1A 

12.16 

43.54 

3.12 

283.0 

283.0 

283.0 

283.0  283.0 

154.9 

12}i 

i>£ 

12.20 

45.57 

3.13 

296.2 

296.2 

296.2  296.2:296.2 

161.9 

1%X 

1A 

12.24 

47.60 

3.14 

309.4 

309.4 

309.4  309.4  309.4 

168.8 

1  O  7/  '  1  ^  1  O  OQ 
1Z/8  1/8  lAZo 

49.65 

3.15 

322.7 

322.7 

322.7  322.7  322.7 

175.8 

13  Im 

12.32 

51.70 

3.17 

336.1 

336.1 

336.1  336.1 

336.1 

For  detail  dimensions,  see  page  66. 

BETHLEHEM    STEEL    COMPANY.                      123 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

BETHLEHEM    ROLLED  STEEL 
11"  H  COLUMNS. 

SQUARE   ENDS. 

Allowable  stress  per  square  Inch  : 
13,000  Ibs.  for  lengths  under  55  radii 
16,000—  55  -i-  for  lengths  over  55  radii. 

J 

i    > 

T| 

1 

f 

1 
1  I 

i 

*-                   R                    «J 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot 

16 

Ft. 

18 

Ft 

20 

ft. 

22 

a 

24 

Ft. 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

36 

Ft 

59.7 
67.4 

77.2 
86.1 

96.4 
106.1 

55.8 
63.1 

73.1 
81.6 

92.0 
101.3 

52.0 

58.8 

69.0 
77.0 

87.6 
96.6 

48.1 
545 

44.3 
50.1 

60.8 
67.9 

38.4 
43.3 

46.8 
52.1 

55.9 
61.3 

64.9 
72.5 

83.2 
91.8 

56.7 
63.4 

52.6 

58.8 

70.0 

77.6 

78.8 
87.1 

74.4 
82.3 

65.6 

72.8 

61.2 
68.0 

117,2 
128.6 
139.9 
151.5 
163.0 
174.6 
186.5 
197.5 
209.3 

112.6 
123.6 
134.5 
145.7 
156.8 
167.9 
•179.4 
190.1 
201.5 

108.0 
118.6 
129.1 
139.9 
150.5 
161.3 
172.4 
182.7 
193.7 

103.4 
113.6 
123.7 
134.1 
144.3 
154.7 
165.4 
175.3 
185.9 

98.8 
108.6 
118.3 
128.2 
138.1 
148.0 
158.4 
167.9 
178.1 

94.2 
103.6 
112.8 
122.4 
131.9 
141.4 
151.3 
160.5 
170.3 

89.6 
98.6 
107.4 
116.6 
125.6 
134.8 
144.3 
153.1 
162.4 

85.0 
93.6 
102.0 
110.8 
119.4 
128.1 
137.3 
145.7 
154.6 

80.4 
88.6 
96.6 
105.0 
113.2 
121.5 
130.3 
138.3 
146.8 

71.2 

78.6 
85.7 
93.4 
100.7 
108.2 
116.2 
123.5 
131.2 

65.5 
71.7 
77.9 
84.2 
90.5 
96.8 
103.1 
109.1 
115.5 

223.0 
235.9 
248.6 
261.5 
274.6 
287.7 
300.8 
314.0 
327.5 

215.3 
227.9 
240.2 
252.7 
265.4 
278.1 
290.8 
303.6 
316.7 

207.7 
219.8 
231.8 
243.8 
256.2 
268.5 
280.8 
293.2 
306.0 

200.0 
211.8 
223.3 
235.0 
247.0 
258.9 
270.7 
282.8 
295.2 

192.3 
203.7 
214.9 
226.1 
237.8 
249.3 
260.7 
272.4 
284.4 

184.7 
195.7 
206.4 
217.3 
228.6 
239.6 
250.7 
262.0 
273.7 

177.0 
187.7 
198.0 
208.5 
219.4 
230.0 
240.7 
251.6 
262.9 

169.3 
179.6 
189.5 
199.6 
210.2 
220.4 
230.7 
241.2 
252.1 

161.7 
171.6 
181.1 
190.8 
201.0 
210.8 
220.7 
230.8 
241.4 

146.3 
155.5 
164.2 
173.1 
182.5 
191.6 
200.7 
209.9 
219.9 

120.9 
127.6 
134.4 
141.2 
148.1 
154.9 
161.9 
168.8 
175.8 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

124                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

L                                    1 

BETHLEHEM    ROLLED   STEEL 
10"  H   COLUMNS. 

SQUARE   ENDS. 

,  j 

—  i      {            Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  55  radii. 

16,000—  55—  for  lengths  over  55  radii. 

Weight 

DIMENSIONS,     Area      Least 

UNSUPPORTED  LENGTH  OF 

Section 

of 

Section, 

INCHES.             of      Radius 
i  Section.   ofGv- 

COLUMNS. 

Number. 

Lbs.  per 
Foot. 

D 

T 

B 

Square    ration, 
Inches.  Inches. 

10 

11 

12 

13 

14 

Ft 

Ft. 

Ft. 

Ft. 

It. 

37.2 

9^ 

/2 

8.00 

10.95  1.96 

69.2 

67.3 

65.5 

63.6 

61.8 

42.0 

9J^ 

16 

8.04 

12.34  1.97 

78.1 

76.0 

73.9 

71.9 

69.8 

HlOs 

45.4 

$7/% 

9 

9.00 

13.36 

2.23 

86.8 

85.1 

83.2 

81.2 

79.2 

50.6 

10 

H 

9.04 

14.88 

2.25 

96.7 

95.0 

92.9 

90.7 

88.5 

54.1 

10 

H 

10.00 

15.91 

2.51 

103.4 

103.4 

102.2 

100.1 

98.0 

59.7 

10>6 

tt 

10.04 

17.57 

2.53 

114.2 

114.2 

113.1 

110.8 

108.5 

65.4 

iox 

X 

10.08 

19.23 

2.54 

125.0 

125.0 

123.9 

121.4 

118.9 

H10 

71.1 

10/8 

H 

10.12 

20.91 

2.56 

135.9 

135.9  134.9 

132.2 

129.5 

76.8 

10/2 

H 

10.16 

22.59 

2.57 

146.8 

146.8 

145.9 

143.0 

140.1 

82.6 

10# 

H 

10.20 

24.29 

2.58 

157.9 

157.9 

157.0 

153.9 

150.8 

88.4 

lOjf 

i 

10.24  25.99 

2.60 

168.9 

168.9 

168.3 

165.0 

161.7 

94.2 

10^ 

IT* 

10.28 

27.71 

2.61 

180.1 

180.1 

179.6 

176.1 

172.6 

99.7 

11 

1/s 

10.31 

29.32 

2.62 

190.6 

190.6 

190.2 

186.6 

182.9 

104.7 

11 

1/s 

11.00 

30.80 

2.81 

200.2 

200.2 

200.2 

199.4 

195.8 

110.9 

\\y% 

IT\ 

11.04 

32.62 

2.83 

212.0 

212.0 

212.0 

211.5 

207.7 

117.1 

ux 

IX 

11.08 

34.45 

2.84 

223.9 

223.9 

223.9 

223.6 

219.6 

123.4 

lift 

Ij55 

11.12 

36.29 

2.85 

235.9 

235.9 

235.9 

235.7 

231.5 

H10  a 

129.7 

11/2 

iH 

11.16 

38.14 

2.86 

247.9 

247.9 

247.9 

247.9 

243.5 

136.0 

11/s 

IT% 

11.20 

40.00 

2.88 

260.0 

260.0 

260.0 

260.0 

255.8 

142.4 

11& 

1/4 

11.24 

41.87 

2.89 

272.2 

272.2 

272.2 

272.2 

268.0 

148.8 

11/8 

1A 

11.28 

43.75 

2.90|284.4i284.4 

284.4 

284.4 

280.3 

155.2 

12 

i# 

11.32 

45.64 

2.91   296.7 

296.7 

296.7 

296.7 

292.7 

l__l          i          :          i 

For  detail  dimensions,  see  page  68. 

BETHLEHEM    STEEL    COMPANY.                      125 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

BETHLEHEM   ROLLED  STEEI 
10"  H   COLUMNS. 

SQUARE   ENDS. 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii. 
16.000--55—  for  lengths  over  55  radii. 

•i 

C                       j      * 

[ 

i 
i 

Tt 

1 

\ 

\ 

\ 

i 

t-             n              *J 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot. 

16 

Ft. 

18 

Ft. 

20 

Ft. 

22 

Ft. 

24 

Ft. 

26 

Ft 

28 

Ft. 

30 

Ft 

32 

Ft. 

34 

Ft. 

58.1 
65,7 

75.3 
84.1 

54.4 
61.5 

71.3 
79.8 

50.7 
57.4 

67.3 
75.4 

47.0 
53.2 

43.4 
49.1 

59.4 
66.7 

37.2 
42.0 

45.4 
50.6 

63.4 
71.0 

55.5 
62.3 

51.5 
57.9 

i 

93.8 
103.9 
113.9 
124.2 
134.3 
144.6 
155.1 
165.6 
175.5 

89.6 
99.3 
108.9 
118.8 
128.5 
138.4 
148.5 
158.6 
168.1 

85.4 
94.7 
103.9 
113.4 
122.7 
132.2 
142.0 
151.6 
160.7 

81.3 
90.1 
98.9 
108.0 
116.9 
126.0 
135.4 
144.6 
153.3 

77.1 
85.6 
93.9 
102.6 
111.1 
119.8 
128.8 
137.6 
145.9 

72.9 
81.0 
88.9 
97.2 
105.3 
113.5 
122.2 
130.6 
138.5 

68.7 
76.4 
83.9 
91.8 
99.5 
107.3 
115.6 
123.6 
131.2 

64.5 
71.8 
78.9 
86.4 
93.7 
101.1 
109.0 
116.6 
123.8 

60.3 
67.2 
73.9 
81.0 
87.9 
94.9 
102.4 
109.6 
116.4 

54.1 
59.7 
65.4 
71.1 

76.8 
82.6 
88.4 
94.2 
99.7 

188.5 
200.1 
211.6 
223.1 
234.7 
246.7 
258.5 
270.3 
282.3 

181.3 
192.5 
203.6 
214.7 
225.9 
237.5 
248.9 
260.4 
272.0 

174.1 
184.9 
195.5 
206.3 
217.1 
228.3 
239.3 
250.4 
261.6 

166.8 
177.3 
187.5 
197.9 
208.3 
219.2 
229.8 
240.5 
251.3 

159.6 
169.7 
179.5 
189.5 
199.5 
210.0 
220.2 
230.5 
240.9 

152.4 
162.1 
171.5 
181.1 
190.7 
200.8 
210.7 
220.6 
230.6 

145.1 
154.5 
163.5 
172.7 
181.9 
191.7 
201.1 
210.6 
220.2 

137.9 
146.9 
155.5 
164.3 
173.1 
182.5 
191.5 
200.7 
209.9 

130.7 
139.2 
147.5 
155.9 
164.3 
173.3 
182.0 
190.7 
199.5 

123.4 
131.6 
139.5 
147.5 
155.5 
164.2 
172.4 
180.7 
189.2 

104.7 
110.9 
117.1 
123.4 
129.7 
136.0 
142.4 
148.8 
155.2 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

126                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

jr\ 

_       :r  >         Ht  |  HLfc-Ht-M    HULLtU    STE.E.L 

9    H  COLUMNS. 

p 

SQUARE   ENDS. 

i 

I  

1  1     j           Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  55  radii. 

16,000—  55-p-for  lengths  over  55  radii. 

Weight 

DIMENSIONS, 

Area 

Least 

UNSUPPORTED  LENGTH  OF 

Section 
Number. 

of 

Section, 
Lbs.  per 
Foot. 

INCHES. 

of 

Section, 
Square 
Inches. 

Radius 
ofGy- 
ration, 
Inches. 

COLUMNS. 

D 

T 

B 

10 

11 

12 

13 

14 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

28.8 

8% 

A 

7.00 

8.46 

1.71 

51.4 

49.7 

48.1 

46.5 

44.8 

32.9 

8ft 

% 

7.04 

9.69 

1.72 

58.9 

57.1 

55.2 

53.4 

51.5 

H9s 

36.0 

8#j 

% 

8.00 

10.59 

1.98 

67.1 

65.3 

63.5 

61.8 

60.0 

40.6 

9 

8.04 

11.95 

2.00 

75.9 

73.9 

71.9 

70.0 

68.0 

43.8 

9 

A 

9.00 

12.88 

2.26 

84.2 

82.4 

80.5 

78.6 

76.7 

48.9 

s/4 

9.04 

14.37 

2.28 

94.2 

92.1 

90.0 

87.9 

85.8 

54.0 

9# 

H 

9.08 

15,87 

2.29 

103.2 

101.8 

99.5 

97.2 

94.9 

59.1 

9/8 

# 

9.12 

17.38 

2.31 

113.0 

111.7 

109.3 

106.8 

104.3 

H9 

64.3 

$% 

if 

9.16 

18.90 

2.32 

122.9 

121.6 

118.9 

116.3 

113.6 

69.5 

9^ 

9.20 

20.43 

2.33 

132.8 

131.6 

128.7 

125.8 

122.9 

74.7 

93^ 

it 

9.24 

21.97 

2.34 

142.8 

141.7 

138.6 

135.5 

132.4 

80.0 

9^ 

i 

9.28 

23.52 

2.36 

152.9 

152.0 

148.7 

145.4 

142.1 

85.3 

10 

1A 

9.32 

25.08 

2.37 

163.0 

162.2 

158.7 

155.2 

151.8 

90.0 

10 

1A 

10.00 

26.46 

2.56 

172.0 

172.0 

170.8 

167.3 

163.9 

95.3 

10^ 

i/^ 

10.03 

28.02 

2.57 

182.1 

182.1 

181.0 

177.4 

173.8 

100.9 

10^ 

IT\ 

10.07 

29.68 

2.58 

192.9 

192.9 

191.9 

188.1 

184.3 

106.6 

10^ 

IK 

10.11 

31.35 

2.60 

203.8 

203.8 

203.1 

199.1 

195.1 

H9a 

112.3 

10# 

*A 

10.15 

33.04 

2.61 

214.8 

214.8 

214.2 

210.0 

205.8 

118.1 

10# 

1^ 

10.19 

34.73 

2.62 

225.8 

225.8 

225.4 

221.0 

216.6 

123.9 

10^ 

1A 

10.23 

36.44 

2.63 

236.9 

236.9 

236.7 

232.1 

227.5 

129.7 

10# 

i# 

10.27 

38.15 

2.65 

248.0 

248.0 

248.0 

243.4 

238.7 

135.6 

11 

19 

10.31 

39.87 

2.66 

259.2 

259.2 

259.2 

254.7  249.7 

1 

For  detail  dimensions,  see  page  70. 

BETHLEHEM    STEEL    COMPANY.                       127 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

BETHLEHEM   ROLLED  STEEL 
9     H   COLUMNS. 

SQUARE   ENDS. 

Allowable  stress  per  square  inch  :                                   . 
13,000  Ibs.  for  lengths  under  55  radii. 

16,000—55  —  for  lengths  over  55  radii. 

* 

i     * 

T| 

' 

> 

j 

: 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot. 

15 

Ft. 

16 

Ft. 

18 

Ft 

20 

Pk. 

22 

Ft. 

24 

Ft 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

43.2 
49.6 

53.3 
66.0 

41.6 
47.8 

56.5 
64.1 

38.3 
44.1 

53.0 
60.1 

35.0 
403 

31.8 
36.6 

45.9 
52.2 

28.8 
32.9 

36.0 

40.6 

49.4 
56.2 

42.4 

48.3 

38.8 
44.3 

74.8 
83.8 
92.7 
101.8 
110.9 
120.0 
129.3 
138.8 
148.3 

73.0 
81.7 
90.4 
99.3 
108.2 
117.1 
126.2 
135.5 
144.8 

69.2 

77.5 
85.8 
94.4 
102.8 
111.4 
120.0 
129.0 
137.8 

65.4 
73.4 
81.2 
89.4 
97.4 
105.6 
113.8 
122.4 
130.8 

61.7 
69.2 
76.7 
84.4 
92.1 
99.8 
107.6 
115.8 
123.8 

57.9 
65.0 
72.1 
79.5 
86.7 
94.0 
101.4 
109.2 
116.8 

54.1 
60.9 
67.5 
74.5 
81.3 
88.2 
95.2 
102.7 
109.8 

50.4 
56.7 
62.9 
69.5 
75.9 
82.4 
89.0 
96.1 
102.9 

46.6 
52.6 
58.4 
64.6 
70.6 
76.6 
82.8 
89.5 
95.9 

43.8 
48.9 
54.0 
59.1 
64.3 
69.5 
747 
80.0 
85.3 

160.5 
170.2 
180.5 
191.1 
201.7 
212.2 
222.9 
233.9 
244.8 

157.1 
166.6 
176.7 
187.1 
197.5 
207.9 
218.4 
229.2 
239.8 

150.3 
159.4 
169.1 
179.2 
189.1 
199.1 
209.2 
219.7 
229.9 

143.5 
152.2 
161.5 
171.2 
180.8 
190.4 
200.1 
210.2 
220.0 

136.6 
145.0 
153.9 
163.3 
172.4 
181.6 
190.9 
200.7 
210.1 

129.8 
137.8 
146.3 
155.3 
164.1 
172.9 
181.8 
191.2 
200.3 

123.0 
130.6 
138.7 
147.3 
155.7 
164.1 
172.6 
181.7 
190.4 

116.2 
123.4 
131.1 
139.4 
147.4 
155.4 
163.5 
172.2 
180.5 

109.4 
116.2 
123.6 
131.4 
139.0 
146.6 
154.4 
162.7 
170.6 

102.5 
109.0 
116.0 
123.5 
130.6 
137.9 
145.2 
153.2 
160.7 

90.0 
95.3 
100.9 
106.6 
112.3 
118.1 
123.9 
129.7 
135.6 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii 

128                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

i 

L                  i    A         BETHLEHEM    ROLLED  STEEL 

T  T 

8"  H  COLUMNS. 

D 

SQUARE  ENDS. 

j  1 

,      ^            Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  55  radii. 

16,000—55  —  for  lengths  over  55  radii. 

Weight  DIMENSIONS. 

Area 

Least 

UNSUPPORTED  LENGTH  OF 

Section 
Number. 

of 

Section, 
Lbs.  per 
Foot. 

INCHES. 

Section, 
Square 
Inches. 

Radius 
of  Gy- 
ration, 
Inches. 

COLUMNS. 

n 

T 

B 

8 

9 

10 

11 

12 

! 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

27.7 

7% 

A 

7.00 

8.15 

1.73 

52.8 

51.2 

49.7 

48.1 

46.5 

H8s 

31.8 

8 

7.04 

9.35 

1.74 

60.6 

58.8 

57.1 

55.3 

53.5 

34.6 

8 

% 

8.00 

10.17 

2.01 

66.1 

66.1 

64.7 

63.0 

61.3 

39.1 

8^ 

\\ 

8.04 

11.50 

2.03 

74.8 

74.8 

73.3 

71.4 

69.6 

43.6 

8# 

H 

8.08 

12.83 

2.04 

83.4 

83.4 

81.9 

79.8 

77.7 

48.2 

8^ 

H 

8.12 

14.18 

2.05 

92.2 

92.2 

90.6 

88.3 

86.1 

H8a 

52.8 

8)4 

K 

8.16 

15.53 

2.07 

101.0 

101.0 

99.5 

97.0 

94.5 

57.4 

8}i 

\\ 

8.20 

16.90 

2.08 

109.9 

109.9 

108.4 

105.7 

103.0 

62.1 

W 

K 

8.24 

18.27 

2.09 

118.8 

118.8 

117.3 

114.4 

111.5 

66.8!  87/& 

15. 

8.28 

19.66 

2.11 

127.8 

127.8 

126.5 

123.5 

120.4 

71.6 

9 

1 

8.32  21.05 

2.12 

136.8136.8 

135.6 

132.4 

129.1 

76.0 

9 

1 

9.00 

22.35 

2.31 

145.3 

145.3 

145.3 

143.7 

140.5 

81.1 

85.9 

9V 

I* 

9.04 
9.07 

23.84 
25.25 

2.32 
2.33 

155.0  155.0 
164.1  164.1 

155.0  153.4 
164.1  162.7 

150.0 
159.1 

91.0 

Iy3_ 

9.11 

26.76 

2.34 

173.9  173.9 

173.9 

172.6 

168.8 

H8b 

96.1 

9/4 

1% 

9.15 

28.28 

2.36 

183.8  183.8 

183.8 

182.7 

178.8 

101.3 

9^ 

1A 

9.19 

29.81 

2.37 

193.8il93.8 

193.8 

192.8 

188.7 

106.6 

9^ 

1^8 

9.23 

31.35 

2.38 

203.8  203.8|203.8 

203.0 

198.6 

111.8 

9% 

l^r 

9.27 

32.89 

2.39 

213.8 

213.8 

213.8 

213.2 

208.6 

117.1 

10 

1# 

9.31 

34.45 

2.41 

223.9 

223.9  223.9 

223.7 

219.0 

For  detail  dimensions,  see  page  72. 

BETHLEHEM    STEEL    COM  PA  NY.                      129 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

BETHLEHEM    ROLLED  STEEI 
8     H   COLUMNS. 

SQUARE  ENDS. 

Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  55  radii. 

16,000—65  —  for  lengths  over  55  radii. 

* 

"             '  -i       s 
T™ 

i 

j> 



i 
r 

; 

UNSUPPORTED   LENGTH   OF  COLUMNS. 

Weight  of 
Section,  Lbs. 
per  Foot 

13 

Ft. 

14 

Ft. 

15 

Ft. 

16 

Ft. 

18 

Pt. 

20 

Ft. 

22 

Ft. 

24 

Ft 

26 

Ft. 

28 

Ft. 

45.0 
51.8 

43.4 

50.0 

41.9 
48.2 

40.3 
46.4 

37.2 
42.9 

34.1 
39.3 

31.0 
35.8 

27.7 
31.8 

. 

59.7 
67.7 
75.7 
83.8 
92.1 
100.3 
108.7 
117.3 
125.8 

58.0 
65.8 
73.6 
81.5 
89.6 
97.7 
105.8 
114.2 
122.5 

56.3 
64.0 
71.5 
79.2 
87.1 
95.0 
102.9 
111.2 
119.2 

54.6 
62.1 
69.4 
76.9 
84.6 
92.3 
100.0 
108.1 
116.0 

51.3 
58.4 
65.3 
72.4 
79.7 
86.9 
94.2 
101.9 
109.4 

48.0 
54.6 
61.1 
67.8 
74.7 
81.6 
88.5 
95.8 
102.9 

44.6 
50.9 
57.0 
63.2 
69.8 
76.2 
82.7 
89.6 
96.3 

41.3 
47.1 

52.8 
58.7 
64.8 
70.9 
76.9 
83.5 
89.8 

38.0 
43.4 
48.7 
54.1 
59.9 
65.5 
71.2 
77.3 
83.2 



34.6 
39.1 
43.6 

48.2 
52.8 
57.4 
62.1 
66.8 
71.6 

137.3 
146.6 
155.5 
165.0 
174.8 
184.5 
194.3 
204.1 
214.3 

134.1 
143.3 
151.9 
161.2 
170.9 
180.4 
189.9 
199.5 
209.6 

130.9 
139.9 
148.4 
157.5 
166.9 
176.2 
185.6 
195.0 
204.8 

127.7 
136.5 
144.8 
153.7 
163.0 
172.1 
181.3 
190.5 
200.1 

121.3 
129.7 
137.6 
146.2 
155.1 
163.8 
172.6 
181.4 
190.7 

114.9 
122.9 
130.5 
138.6 
147.2 
155.5 
163.9 
172.3 
181.3 

108.6 
116.1 
123.3 
131.1 
139.2 
147.2 
155.2 
163.2 
171.8 

102.2 
109.3 
116.2 
123.5 
131.3 
138.9 
146.5 
154.1 
162.4 

95.8 
102.6 
109.0 
116.0 
123.4 
130.6 
137.8 
145.0 
153.0 

89.4 
95.8 
101.9 
108.4 
115.5 
122.3 
129.1 
136.0 
143.5 

76.0 
81.1 
85.9 
91.0 
96.1 
101.3 
106.6 
111.8 
117.1 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

130                     BETHLEHEM    STEEL    COMPANY. 

EXAMPLE 

SHOWINGTHE  METHOD  OFSELECTING  BETHLEHEM 

ROLLED  H  COLUMNS  FOR  BUILDINGS. 

For  illustration,  the  interior  columns  of  an  actual  14-story 

building  are  taken  as  an  example.     The  story  heights  and 
the  loads  on  the  columns  are  as  given  in  the  table. 

Height 

Load 

H  Column  Section  Required. 

Story. 

of 
Story, 
Feet. 

on 
Column, 
Tons. 

Safe 
Load, 
Tons. 

Dimensions,  Inches. 

Weight 
of  Section, 
Lbs.  per  Ft. 

Section 
Number. 

D 

i 

B 

14 

12 

32 

69.7 

tttf 

% 

8.00 

40.0 

H12s 

13 
12 

12 
13 

54 
75 

76.3 

uji 

A 

8.04 

45.0 

H12s 

11 

12 

97 

119.0 

n% 

Ht 

10.04 

63.3 

H12s 

10 

12 

118 

9 
8 

12 
12 

140 

162 

162.0 

i*ji 

H 

12.04 

84.7 

H12 

6 

12 

185 

214.2 

12<£ 

IT'S 

12.20 

112.1 

H12 

7 

12 

207 

5 

4 

12 
12 

229 

253.3 

13 

»# 

12.31 

132.5 

H12 

3 
2 

12 

14 

275 

298 

306.1 

13^ 

1A 

13.12 

160.1 

H12a 

1 

iasement. 

16 
12 

321 
345 

348.8 

i*x 

$ 

13.24 

182.4 

H12a 

The  columns  will  be  selected  in  lengths  of  two  stories. 

From  inspection  of  the  tables  given  for  safe  loads  on  H  col- 

umns, it  is  found  that  no  columns  less  than  the  12"  H  sections 

have  the  desired  range  of  capacity.     Assuming  that  it  is 

desirable,  on  account  of  space,  to  limit  the  size  of  columns 

as  much  as  possible,  the  12/x  H  columns  will  be  the  minimum 

size  for  the  purpose.     From  the  table  on  page  120  the  sec- 
tions of  12"  H  columns  required  are  then  selected,  as  given 
in  the  above  example.     Smaller  columns  might  be  used  for 

the  upper  story,  but  for  the  sake  of  uniformity  the  lightest 

section  of  12/x  H  columns  are  selected. 

All  the  columns  as  selected  and  given 

in  the  above 

example  are  produced  by  the  same  rolls  and  obtainable 

complete  at  one  rolling. 

When  there  is  no  limitation  as  to  size  of  column,  the 

largest  dimension  columns  having  the  desired  capacity  will 

be  the  most  economical. 

BETHLEHEM    STEEL    COMPANY.  131 

CONNECTION    ANGLES 

FOR    BETHLEHEM    SPECIAL   X    BEAMS   AND 
GIRDER     BEAMS. 

Connection  angles  for  Bethlehem  special  I  beams  and 
girder  beams  are  shown  on  pages  134  and  135.  These  con- 
nections are  proportioned  on  the  usual  basis  of  an  allowable 
shearing  stress  of  10,000  Ibs.  per  square  inch  and  a  bearing 
stress  of  20,000  Ibs.  per  square  inch  on  rivets. 

These  connections  will  be  found  sufficient  for  most  cases 
occurring  in  ordinary  construction.  Where  beams  of  relative 
short  spans  are  loaded  to  their  full  capacity,  it  may  be  neces- 
sary to  provide  additional  strength  in  the  connections. 

The  capacity  of  the  connection  depends  upon  the  shear- 
ing or  bearing  value  of  the  rivets  attaching  it  to  the  web  of 
the  beam,  and  also  upon  the  shearing  value  of  the  rivets  in 
the  outstanding  legs  of  the  angles  by  which  it  is  attached  to 
its  supports.  Where  two  beams  frame  opposite  each  other 
into  another  beam  or  girder,  which  is  a  very  usual  case,  the 
bearing  of  the  rivets  on  the  web  of  the  latter  may  determine 
the  minimum  strength  of  the  connection. 

Tables  on  pages  132  and  133  give  the  least  spans  on  which 
the  connections  may  be  used  with  beams  fully  loaded, 
depending  upon  each  of  the  foregoing  conditions,  also  for  a 
shearing  stress  of  8000  Ibs.  per  square  inch  on  field  rivets,  a 
stipulation  of  some  specifications.  The  greatest  value  of  the 
least  span  given  for  any  of  the  governing  conditions  is  the 
minimum  span  for  which  the  connection  may  be  used. 

Referring  to  the  table  on  page  133,  the  least  span  for  the 
connection  of  a  15  inch  special  I  beam  weighing  38  Ibs.  per 
foot,  so  far  as  determined  by  the  value  of  the  rivets  to  the 
web  of  the  beam,  is  given  as  12.5  feet.  With  the  shearing 
stress  of  the  field  rivets  limited  to  8000  Ibs.  per  square  inch, 
the  least  span  for  the  same  connection  is  11.1  feet.  The 
greater  of  these  values,  or  12.5  feet,  is  the  minimum  span 
for  the  connection  under  the  given  conditions.  If,  however, 
two  such  beams  frame  into  a  girder  having  a  web  thickness 
of  y%  inch,  the  least  span  for  this  condition  is  14.0  feet,  which 
becomes  the  minimum  span  for  which  the  connection  may 
be  used. 

Similar  connection  angles  for  American  standard  I  beams 
are  shown  on  page  223  ;  and  the  minimum  spans  on  which 
they  may  safely  be  used  is  given  on  page  222. 


132                       BETHLEHEM    STEEL    COMPANY. 

MINIMUM  SPANS  IN  FEET  ON  WHICH  THE  CONNECTION  ANGLES  FOR 

BETHLEHEM  GIRDER   BEAMS 

CAN  BE  USED  FOR  GREATEST  SAFE  UNIFORMLY 
DISTRIBUTED    LOADS. 

Depth 
of 
Beam, 
Inches. 

Weight 

ft 

Lbs. 

LEAST  SPAN  IN  FEET  FOR  VARIOUS  CONDITIONS. 

Rivets  :  Shearing  10,000  Lbs.,  bearing  20,000  Lbs.  per  Square  In. 

Field 
Connection. 
Rivet  Shear, 
8,000  Lbs.  per 
Square  Inch. 

Connec- 
tion to 
Web  of 
Beam. 

Field 
Connec- 
tion. 

When  two  beams  frame  opposite  each  other 
to  a  beam  or  girder  with  a  web  thickness 
as  follows  : 

TV  1  X"  |  A" 

#"|A" 

K* 

30 
30 

200.0 
175.0 

24.5 
21.1 

24.5 
21.1 

25.7 
22.1 

28.9 

24.8 

33.1 

28.4 

38.5 
33.1 

46.3 
39.7 

57.9 
49.6 

30.7 
26.4 

28 
28 

180.0 
162.5 

24.1 
21.4 

24.1 
21.4 

25.2 
22.4 

28.4 
25.3 

32.5 

28.9 

37.8 
33.7 

45.4 
40.4 

56.8 
50.5 

30.2 

26.8 

26 
26 

160.0 
150.0 

20.1 

18.6 

20.1 
18.6 

21.0 
19.4 

23.6 
21.9 

27.0 
25.0 

31.5 

29.2 

37.8 
35.0 

47.3 
43.8 

25.1 
23.2 

24 
24 

140.0 
120.0 

20.4 
19.2 

19.4 
16.6 

20.3 
17.4 

22.9 
19.6 

26.1 
22.4 

30.4 
26.  L 

36.5 
31.3 

45.7 
39.1 

24.3 

20.8 

20 

20 

140.0 
112.0 

19.7 
18.0 

19.7 
15.9 

20.6 
16.6 

23.2 

18.7 

26.5 
21.4 

30.9 
24.9 

37.1 
29.9 

46.4 
37.4 

24.7 
19.9 

18 

92.0 

14.9 

11.9 

12.4 

14.0 

16.0 

18.7 

22.4 

28.0 

14.9 

15 
15 
15 

140.0 
104.0 
73.0 

18.3 
14.0 
14.3 

18.3 
14.0 
10.2 

19.2 
14.7 
10.7 

21.6 
16.5 
12.0 

24.6 
18.9 
13.7 

28.7 
22.0 
16.0 

34.5 
26.4 
19.2 

43.1 
33.0 
24.0 

22.9 
17.6 
12.8 

12 
12 

70.0 
55.0 

12.0 
12.2 

10.9 

8.7 

11.4 
9.1 

12.8 
10.2 

14.7 
11.7 

17.1 
13.6 

20.5 
16.4 

25.6 
20.5 

13.6 
10.9 

10 

44.0 

9.7 

5.9 

6.2 

6.9 

7.9 

9.3 

11.1 

13.9 

7.4 

9 

38.0 

11.6 

7.6 

7.9 

8.9 

10.2 

11.9 

14.3 

17.9 

9.5 

8 

32.5 

9.0 

5.7 

6.0 

6.8 

7.7 

9.0 

10.8 

13.5 

7.2 

The  greatest  value  given  of  the  least  span  for  any  of  the  governing 
conditions  is  the  minimum  span  for  which  the  connection  may  be  used. 

WEIGHTS  OF  CONNECTION  ANGLES  FOR  GIRDER  BEAMS. 

Depth  of           Weight  of             Depth  of           Weight  of             Depth  of 
Beam.          One  Connection.           Beam.          One  Connection.           Beam.         I 

Weight  of 
ne  Connection. 

30  Inches.     77  Lbs.       20  Inches.     48  Lbs.       10  Inches. 
28       "          67     "         18       "          41     "           9       " 
26       "          67     "         15       "          32     "           8       " 
24       "          57-    "         12       "          25     « 

25  Lbs. 
17     " 
17     " 

Weights  given  do  not  include  rivets  for  field  connections. 

BETHLEHEM    STEEL    COMPANY.                      133 

MINIMUM  SPANS  IN  FEET  ON  WHICH  THE  CONNECTION  ANGLES  FOR 

BETHLEHEM    SPECIAL  X  BEAMS 

CAN 

BE  USED  FOR  GREATEST  SAFE  UNIFORMLY 

DISTRIBUTED    LOADS. 

Depth 
of 
Beam, 
Inches. 

Weight 
Per 
Foot, 
Lbs. 

LEAST  SPAN  IN  FEET  FOR  VARIOUS  CONDITIONS. 

Rivets  :  Shearing  10,000  Lbs.,  bearing  20,000  Lbs.  per  Square  In. 

Field 
Connection. 
Rivet  Shear, 
8,000  Lbs.  per 
Square  Inch. 

Connec- 
tion to 
Web  of 
Beam. 

Field 
Connec- 
tion. 

When  two  beams  frame  opposite  each  other 
to  a  beam  or  girder  with  a  web  thickness 
as  follows  : 

A" 

#" 

&"  |  3A" 

A" 

X" 

30 

120.0 

24.0 

21.2 

22.2 

25.0 

28.6 

33.3 

40.0 

50.0 

26.5 

28 

105.0 

24.0 

19.6 

20.5 

23.1 

26.4 

30.7 

36.9 

46.2 

24.5 

26 

90.0 

23.6 

17.7 

18.5 

20.8 

23.8 

27.7 

33.3 

41.6 

22.1 

24 

84.0 

22.5    17.2 

18.0 

20.2 

23.2 

27.0 

32.4 

40.5 

21.5 

24 

72.0 

23.9 

15.0 

15.7 

17.7 

20.2 

23.6 

28.3 

35.4 

18.8 

20 

72.0 

20.2 

14.8 

15.5 

17.4 

19.9 

23.2 

27.8 

34.8 

18.5 

20 

58.5 

19.9 

11.8 

12.4 

13.9 

15.9 

18.6 

22.3 

27.9 

14.8 

18 

48.5 

17.0 

10.7 

11.3 

12.7 

14.5 

16.9 

20.3 

25.3 

13.5 

15 

72.0 

11.7 

16.0 

16.8 

18.9 

21.6 

25.2 

30.2 

37.8 

20.1 

15 

54.0 

12.1 

12.3 

12.9 

14.5 

16.5 

19.3 

23.1 

28.9 

15.3 

15 

38.0 

12.5 

8.9 

9.3 

10.5 

12.0 

14.0 

16.8 

21.0 

11.1 

12 

36.0 

10.3 

9.1 

9.5 

10.7 

12.2 

14.2 

17.1 

21.3 

•  11.3 

12 

28.5 

10.3 

7.3 

7.6 

8.6 

9.8 

11.4 

13.7 

17.1 

9.1 

10 

22.5 

10.9 

7.4 

7.8 

8.7 

10.0 

11.6 

14.0 

17.5 

9.3 

9 

19.0 

8.9 

5.7 

6.0 

6.7 

7.7 

9.0 

10.8 

13.5 

7.1 

8 

16.25 

7.0 

4.3 

4.5 

5.1 

5.8 

6.7 

8.1 

10.1 

5.4 

The  greatest  value  given  of  the  least  span  for  any  of  the  governing 
conditions  is  the  minimum  span  for  which  the  connection  may  be  used. 

WEIGHTS  OF  CONNECTION  ANGLES  FOR  SPECIAL  Z  BEAMS. 

Depth  of 
Beam. 

Weight  of     1        Depth  of           Weight  of             Depth  of 
One  Connection.   '        Beam.          One  Connection.           Beam. 

Weight  of 
)ne  Connection. 

30  Inches. 

46  Lbs.       20  Inches.     28  Lbs.     I  10  Inches. 

12  Lbs. 

28       " 
26       " 

41     "         18       "          28     "           9       " 
37     "       1  15       "          24     "           8       " 

12     " 

12     " 

24       " 

32    "       1  12       "          18     « 

Weights  given  do  not  include  rivets  for  field  connections. 

134 


BETHLEHEM    STEEL    COMPANY. 


CONNECTION    ANGLES 
FOR    BETHLEHEM    GIRDER    BEAMS. 


30"  G 


2-Ls.  6*  x  6"  x  7/f6"x  2'-0' 

26"and  28"Gs 


2-Ls. 


1 1 1 1 1 1 1 


i 
6-Spaces-of-3^ 4^1 

2-Ls. 


W   .. 
2-Ls.  6"  x  6"  xJ/,5xO"-IO' 


ttttd-V, 
|    I    I    i    I    i 


2-Ls.  6*  x  6"  xKe'x  I  -6' 


10'and  12  Gs 


>-t--f- 


~sc 


& 


jtfl^U-S  paces-ot-344^1 


lH"       2 


-f- 


cat 


2-Ls. 


2-Ls.  6"  x 
x  0'-5* 


Spacing  same  in  both  legs  of  angles  unless  shown  otherwise. 
All  holes  \%'  diameter  for  %"  diameter  rivets  or  bolts. 


BETHLEHEM    STEEL    COMPANY. 


135 


CONNECTION    ANGLES 
FOR    BETHLEHEM    SPECIAL   X    BEAMS. 

30"! 


t  y  t  t 


9-Spaces-of-2&- 

2-Ls.  4"  x4"  K%"  x2'-r 

28"! 


t  it  t  t   t 


— 8-Spaces-of-2^>- 

2-Ls.  4'x4"  x%'x  I -II 

26"! 


^y^ 

2-Ls  6"  x  4"  x  %"  x  !*•( 


t-t±±±±±l 
*  *  t  t  t  t=F 


2-L».  4'  x4"x?6'x  1-8' 

24"! 


2-Ls  6"  x  4"  x%'xOr-IO" 


t-t-t-t-t-M- 
t  t  M  t  M; 


10',  p; 

and  8  Is. 


2-Ls.  4" 


20*1 


>4& 


1^^|6-8paces'of-2^/44l^'y 
2-Ls.  4"  x  4'  : 


iy£ 


-& 


-1 h 


-f-i-f 


i^x 


2-Ls  6"  x  4"  x  5 
xO'-5" 


2-Ls  6"  x  4' x  8 


Spacing  same  In  both  legs  of  angles  unless  shown  otherwise. 
All  holes  i£"  diameter  for  %"  diameter  rivets  or  bolts. 


136                     BETHLEHEM    STEEL    COMPANY. 

1 

•jrt 

c 

-H 

9 
-*-<£ 

s 
s 

3E 

i 

I 

epar 
epar 

SE 

CAST  1 

THLEHE 

RON  SEPARATORS  FOR 

M    GIRDER    BEAMS. 

1 

9 

l(e 

1 

i 

i 

d 

! 

s 

1                                                          k—  s-> 

«-3-->j                                  I*"8-"* 

ators  for  18  to  30  inch  beams  are  %  inch  metal, 
ators  for  8  to  15  inch  beams  are  %  inch  metal. 

IPARATORS    WITH    THREE    BOLTS. 

DESIGNATION  OF  BEAM. 

DISTANCES. 

BOLTS. 

WEIGHTS  IN  POUNDS. 

Section 
Number. 

Depth, 
Inches. 

Weight 

Foot, 
Pounds. 

Out  to 
Out  of 
Flanges 
of 
Beams, 
Inches. 

Center 
to 
Center 
of 
Beams, 
Inches. 

Width 
of 
Sepa- 
rator, 
Inches. 

S 

Center 
to 
Center, 
Inches. 

C 

Length, 
Inches. 

Separators. 

Bolts  and  Nuts. 

Sepa- 
rator 
for 
Width 

S 

Increase 
for  1" 
Additional 
Spread 
of  Beams. 

Bolts 
and 
Nuts  for 
Width 

S 

Increase 
for  1" 
Additional 
Spread 
of  Beams. 

G30a 
G30 

G28a 
G28 
G26a 
G26 

30 
30 

28 
28 
26 
26 

200.0 
175.0 
180.0 
162.5 
160.0 
150.0 

30^ 

24^r 

29^8 
24^ 
27^ 
24^ 

i»x 

!!* 

12# 

14X 

12^ 

15 
12 
14* 
12X 
13# 
12# 

10 
10 

7K 
7^ 
7K 
7K 

17J^ 
14^ 
16^ 
14^ 
16 
14# 

73.0 
60.0 
65.0 
57.0 
59.0 
53.0 

4.50 
4.50 
4.15 
4.15 
3.85 
3.85 

7.7 
6.6 
7.4 
6.6 
7.1 
6.6 

.375 
.375 
.375 
.375 
.375 
.375 

SEPARATORS   WITH    TWO    BOLTS. 

G24a 
G24 
G20a 
G20 
G18 
G15b 
G15a 
G15 
G12a 
G12 

24 
24 
20 
20 
18 
15 
15 
15 
12 
12 

140.0 
120.0 
140.0 
112.0 
92.0 
140.0 
104.0 
73.0 
70.0 
55.0 

26^ 
24% 
25^ 

24^ 
23^ 
24 
23 

21  y2 

20^ 

20^ 

13# 
12^ 
13 
12# 
12 
12* 
11# 
11 

IOK 

10% 

13# 

12* 
12# 
12 

n*/2 
11% 
11  # 

10^ 
10 
10 

12# 
12# 
10 
10 
10 
7^ 
7^ 
7^ 
5 
5 

16X 
14j< 
14J< 
14 

13^ 
14 

13^ 

12^ 
12 

n# 

50.0 
47.0 
39.0 
38.0 
34.0 
22.0 
22.0 
21.0 
17.5 
17.5 

3.50 
3.50 
2.80 
2.80 
2.60 
1.50 
1.60 
1.60 
1.30 
1.30 

4.6 
4.3 
4.5 
4.3 

4.2 
4.3 
4.2 
4.0 

3.8 
3.8 

.25 
.25 
.25 
.25 
.25 
.25 
.25 
.25 
.25 
.25 

SEPARATORS    WITH    ONE    BOLT. 

GIO 
G9 

G8 

10 
9 
8 

44.0 
38.0 
32.5 

18# 
17# 
16# 

9K 
9 
8^ 

9>^ 
8^ 
8X 

10^ 

iox 

9^ 

11.0 
10.0 
8.0 

1.10 
1.00 
.85 

1.8 
1.7 
1.7 

.125 
.125 
.125 

All  bolts  %  inch  diameter. 

BETHLEHEM    STEEL    COMPANY. 


137 


CAST  IRON  SEPARATORS  FOR 

BETHLEHEM    SPECIAL  X    BEAMS. 


Separators  for  18  to  30  inch  beams  are  ! 
Separators  for  8  to  15  inch  beams  are  ^ 


£  inch  metal, 
inch  metal. 


SEPARATORS    WITH    THREE    BOLTS. 


DESIGNATION  OP  BEAM. 


DISTANCES. 


BOLTS. 


WEIGHTS  IN  POUNDS. 


Section 
Number. 


B30 
B28 
B26 


Depth, 
Inches. 


Weight 


Pounds. 


30 

28 
26 


120.0 

105.0 

90.0 


Out  to   Center  ¥idth 


Out  of !     to 

Flanges  Center 

of        of 


of 

Sepa- 
rator, 


Separators. 


Beams,  Beams,  ££! 
Inches.  Inches. 


Center 

to  Length, 
Center,  Inchegt 
Inches. 


20^  10# 
10* 


10* 

9* 


Sepa- 

rator 

for 

Width 


Additional!^*!*  Additional 


10      12X 


47.8 
42.3 
37.9 


Bolts  and  Nuts. 


Increase     Bo"8 
forl"    I.  and 


Spread     ™th 
of  Beams.      S 


4.50 
415 
3.85 


5.8 
5.6 
5.4 


Increase 
for  I" 


Spread 
of  Beams. 


.375 
.375 
.375 


SEPARATORS    WITH    TWO    BOLTS. 


B24a 

B24 

B20a 

B20 

B18 

B15b 

B15a 


24 
24 
20 
20 
18 
15 


15 

B15  I  15 
B12a  12 
B12  12 


il* 


84.0 

72.0 

72.0 

58.5 

48.5 

72.0 

54.0 

38.0  14 

36.0|  ISA 

28.5! " 


15ft 
15 

143/ 


10 
10 
10 


33.7 
33.7 
26.7 
24.2 
21.4 
!12.3 
12.3 
13.3 
9.1 
9.0 


3.65 
3.65 
3.00 
3.00 
2.70 
1.65 
1.65 
1.80 
1.30 
1.30 


3.5 
3.5 
3.4 
3.2 
3.1 
3.1 
3.1 
3.0 
2.8 
2.8 


.25 
.25 
.25 
.25 
.25 
.25 
.25 
.25 
.25 
.25 


SEPARATORS    WITH    ONE    BOLT. 


BIO 

B9 

B8 


10 
9 

8 


22.50|  12 


19.00 
16.25 


V* 


7.5 
6.4 
5.5 


1.10 
1.00 

.85 


1.4 
1.3 
1.3 


.125 
.125 
.125 


All  bolts  %  inch  diameter. 


138 

BETHLEHEM    STEEL    COMPANY. 

DETAIL  DIMENSIONS  FOR 

BETHLEHEM    SPECIAL    X     BEAMS. 

i  _ 

F 
I 
1  - 

A. 

K 

{  *    1 

i 

<•— 

lie 

f& 

-n 

J 

t 

;^-t 
•  1  --* 

o  o 

0  0 

I 

i 

i          *                 M 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 

perLbr 

DIMENSIONS    IN    INCHES. 

Haximnm 
Rivet 
or  Bolt, 
Inch. 

F 

W 

L 

K 

G 

A 

B 

c 

B30 

30 

120.0 

10 

If 

26* 

i^ 

1 

6 

W 

A 

1 

B28 

28 

105.0 

W 

!i 

24# 

9T 

if 

5* 

W 

A 

1 

B26 

26 

90.0 

9A 

A 

22^ 

l» 

H 

5^ 

5A 

A 

1 

B24a 

24 

84.0 

HI 

II 

20# 

1A 

H 

5X 

5A 

A 

K 

B24 

24 
24 

82.0 
72.0 

Bit 
8tt 

£ 

S 

1A 

H 

ii 

W 

5^8 

A 

"# 

B20a 

20 

20 

82.0 
72.0 

8ff 

A 

17 
17 

?* 

H 

II 

5 
5 

5A 

6A 

n 

A 

^ 

20 

68.0 

HI 

It 

17/8 

1A 

H 

4^ 

5^ 

A 

% 

B20 

20 

20 

63.0 
60.0 

2 

H 

17/g 

IA 

tt 
u 

« 

5« 

A 

^^ 

20 

58.5 

7H 

H 

17/8 

1A 

H 

4^ 

5^8 

If 

« 

18 

58.5 

rtt 

li 

15* 

IT'S 

i! 

4^ 

5^ 

A 

^ 

B18 

18 

52.5 

7/8 

H 

15# 

1A 

H 

4% 

5ji 

X 

^ 

18 

48.5 

7« 

A 

15X 

1A 

if 

W 

^A  X 

% 

BETHLEHEM    STEEL    COMPANY.                       139 

DETAIL  DIMENSIONS  FOR 

BETHLEHEM    SPECIAL    X     BEAMS. 

i  _ 

i 

i 

\                w|                       j 

"T 

<ww&a 

n  

n 

-t- 

-'',:   -4 

o  o 

i 

I  H 

|r                  '                      l\ 

.i            4- 

•    --4 

1 

0  0 

K 

1 

i  * 

1K           r""B~*l              ,, 

Depth 

Weight 

DIMENSIONS    IN    INCHES. 

Maiimum 
Riret 

Number. 

Beam, 
Inches. 

per  Foot, 

Lbs. 

F 

w 

L 

K 

G 

A 

B 

c 

or  Bolt, 
Inch. 

B15b 

15 

72.00 

7* 

ft 

11* 

IV 

1 

4 

6A 

X 

X 

B15a 

15 
15 

64.00 
54.00 

7 

tt 

if 

12V 
12V 

!H 

¥ 

H 

4 
4 

5A 

X 

V 

8^ 

15 

46.00 

«tt 

A 

12X 

1A 

H 

3V 

6A 

A 

X 

B15 

15 

42.00 

6V 

tt 

12% 

1TV 

-j-j 

3V 

6* 

s 

V 

X 

15 

38.00 

6fi 

A 

12# 

1A 

H 

3V 

5A 

V 

X 

B12a 

12 

36.00 

<Ht 

A 

9V 

ix 

A 

3^ 

5A 

V 

V 

B12 

12 

31.00 

if* 

A 

iox 

if 

A 

sy2 

5A 

V 

V 

12 

28.50 

Nit 

V 

10}* 

if 

A 

3'/2 

5^ 

/ 

• 

A 

V 

10 

27.50 

HI 

H 

85< 

X 

if 

3V 

5X 

V 

V 

BIO 

10 

24.50 

5f  \ 

V 

8V 

% 

tt 

3V 

5  5^ 

/ 

i 

A 

V 

10 

22.50 

Ni 

it 

8V 

X 

tt 

3V 

«A 

A 

V 

9 

23.00 

5^ 

A 

7X 

H 

H 

3 

5i5 

s 

V 

V 

B9 

9 

21.00 

5  A 

X 

7?i 

H 

y* 

3 

5V 

A 

V 

9 

19.00 

5^8 

A 

7ji 

tt 

x 

3 

«A 

A 

V 

8 

21.25 

5^5 

1! 

6^ 

V 

H 

2V 

«f 

/ 
8 

V 

V 

B8 

8 

18.00 

5V 

V 

6^ 

V 

H 

2V 

5V 

A 

V 

8 

16.25 

•A 

A 

6^ 

V 

tt 

2V 

5A 

A 

V 

140 


BETHLEHEM    STEEL    COMPANY. 


DETAIL  DIMENSIONS  FOR 

BETHLEHEM    GIRDER     BEAMS. 

life*" 


-*H. 


Section 
Number. 


G30a 

G30 

G28a 

G28 

G26a 

G26 

G24a 

G24 

G20a 

G20 

G18 

G15b 

G15a 

G15 

G12a 

G12 

G10 

G9 

G8 


Depth 

of 
Beam, 


30 
30 
28 
28 
26 
26 
24 
24 
20 
20 
18 
15 
15 
15 
12 
12 
10 
9 
8 


Weight 

per  Foot, 

Lbs. 


DIMENSIONS    IN    INCHES. 


200.0 

175.0 

180.0 

162.5 

160.0 

150.0 

140.0 

120.0 

140.0 

112.0 

92.0 

140.0 

104.0 

73.0 

70.0 

55.0 

44.0 

38.0 

32.5 


15 
12 


12 


12 
13 

12 


12 

nji 


10 


W 


H 


A 


25 
25 


28A 


20 


10 
11 


K 


2H 


11 
8 

10* 

8 


8 

fl   I    Q 
2      " 

8 

8% 
8 


H 
» 


H 

if 


8A 


5# 

6A 

6A 


A 

A 

Al 
A 


A 

A 

'/* 

T\ 


BETHLEHEM    STEEL    COMPANY.  141 


PART  II 


STANDARD 
STRUCTURAL    STEEL    SHAPES 

MANUFACTURED   BY 

BETHLEHEM    STEEL  COMPANY 


142  BETHLEHEM    STEEL    COMPANY. 

EXPLANATORY    NOTES 
ON    STANDARD   STRUCTURAL  SHAPES. 


The  standard  structural  shapes  manufactured  by  Beth- 
lehem Steel  Company  are  exclusively  of  open  hearth  steel. 

The  I  beam  and  channel  sections  are  the  American 
standard  shapes.  The  angle  sections  are  also  the  usual 
American  standard  shapes. 

The  flanges  of  the  standard  I  beams  and  standard  chan- 
nels have  a  uniform  slope  of  16%  per  cent.,  equivalent  to  2 
inches  per  foot. 

The  cuts  of  the  various  shapes  show  the  dimensions  of 
the  minimum  size.  The  method  of  increasing  the  area  is 
shown  on  the  opposite  page. 

Standard  I  beams  and  channels  are  increased,  as  shown 
in  figs.  2  and  3,  by  separating  the  rolls  which  adds  an  equal 
amount  to  the  thickness  of  the  web  and  to  the  width  of  the 
flanges,  all  other  dimensions  remaining  unchanged. 

Angles  are  increased,  as  shown  in  Fig.  1,  by  separating 
the  rolls  which  also  slightly  increases  the  length  of  the  legs. 
Several  finishing  grooves  are  provided  for  each  size  so  that 
the  exact  dimensions  are  nearly  maintained  for  different 
thicknesses. 

The  sections  are  numbered  in  the  cuts  and  in  the  tables 
for  convenience  in  identification  and  ordering. 

Beams  and  channels  are  rolled  only  to  the  weights  given 
in  the  tables.  Angles  are  rolled  -only  to  the  variations  in 
thickness  and  weight  given  in  the  tables. 

Beams  and  channels  are  furnished  only  at  catalogued 
weight.  Angles  are  furnished  either  to  weight  or  to  thick- 
ness. Orders  for  angles  should  specify  either  the  weight  or 
thickness  wanted,  but  not  both. 

All  shapes  may  have  an  allowable  variation  of  2^  per 
cent,  either  way  from  the  nominal  weight  or  section. 

Unless  otherwise  ordered  all  shapes  will  be  cut  to  length 
with  an  extreme  variation  not  exceeding  |^  of  an  inch.  For 
cutting  with  a  less  variation  an  extra  price  will  be  charged. 

All  weights  are  given  in  pounds  per  lineal  foot.  In  cal- 
culating the  areas  and  weights  of  the  shapes  the  fillets  have 
been  disregarded  in  all  cases. 


BETHLEHEM    STEEL    COMPANY. 


143 


METHOD   OF 
INCREASING    SECTIONAL   AREAS. 


FIG.  2 


FIG.  3 


144 


BETHLEHEM    STEEL    COMPANY. 


AMERICAN    STANDARD    I     BEAMS. 


K 7.00 


0.30 


I  24  —  SOLbs. 


85,  90,  95  and  100  Lbs. 


<-- a.25-->; 


BETHLEHEM  STEEL  COMPANY. 


145 


AMERICAN    STANDARD    X    BEAMS. 


0.36" 


0.60 

—  80  Lbs.' 

85,90,95  and  100  Lbs, 


120 — 65  Lb«. 

70  and  75  Lbs . 


146 


BETHLEHEM    STEEL    COMPANY. 


AMERICAN    STANDARD    Z    BEAMS. 


0.922 


118  —  55  Lbs, 

60.  65  and  70  Lbs. 


„      1 15  b— 80  Lbs. 

0-49     85,  90,  95  and  100  Lbs. 


1 15  a  — 60  Lbs 
0.35 '          65,  70  and  75  Lbs. 


115—42  Lbs. 

45,  50  and  55  Lbs 
0.41 " 


BETHLEHEM    STEEL    COMPANY. 


147 


AMERICAN    STANDARD    X     BEAMS. 


•*- 
i 
i 


i 


1 12  a — 40  Lbs.        o.4e" 

45,  50  and  55  Lbs. 


0.859 


112—  31. 5  Lbs. 


I 
x  I 

N8 


HO— 25  Lbs. 

30,  35  and  40  Lbs. 


19—21  Lbs. 

25,  30  and  35  Lbs.    _g-2fL 


1 0.1 7 


1^.0.89 


iO.29 


0.627 


148 


BETHLEHEM    STEEL    COMPANY. 


AMERICAN    STANDARD    I    BEAMS. 


I  8-  18  Lbs. 


la1620.5>23.0  and  25.5  Lbs. 


BETHLEHEM    STEEL    COMPANY. 


149 


AMERICAN    STANDARD    CHANNELS. 


-70.50" 


C  15-33  Lbs. 

35,  40,45,  50  and  55  Lbs. 


JO.40* 


—15— 


C  12-20.5  Lbs. 

i°-17"          25,  30,  35,and  40  Lbs. 


10.28" 


0.723 


_JL_ 


-i__ 


C  10-15  Lbs.        &*H 

>'14"    20,  25,  30,  and  35  Lbs.          I 


H.0.34 


;o.24"  0.633^ 


-10~ 


H 


T 


C 9-13.25  Lbs. 

15,  20,  and  25  Lbs. 


1 0.33" 


;0.237/          0.597J 


;r 


150 


BETHLEHEM    STEEL    COMPANY. 


AMERICAN    STANDARD    CHANNELS. 


0.13" 


C  8— -11. 25  Lbs. 

13.75,  16.25,  18. 75,  and  21 .25  Lbs. 

-j  K-o.22" 

I 

0.560* 


30.32" 


'022" 


^__ o^! 

C  7—9.75  I 

12.25,  14.75,  17.25,  and  19.75,  Lbs. 


f 


tO.13" 


E3Q.31"    I  Q.21" 


C  6—8  Lbs. 

10.5,  13.0,  and  15.5  Lbs. 
0.12"  0.20"'^" 
I  I, 

JbO.30"   jQ.20"    J 


C  5—6.5  Lbs. 


It, 


9  and  11.5  Lbs. 
,0.11-     °-19"^ 


JO.  19" 


H0.450" 


04- 5.25  Lbs. 

6,25  and  7.25  Lbs. 

f11"  °-18"f^- 
kfi*fe!!jLL 


BETHLEHEM    STEEL    COMPANY. 


ANGLES   WITH    EQUAL    LEGS. 


A  80 

M"to1 
26.4  to  66.9  Lbs,   <, 


A  60 

14.9  to  37.4  Lbs. 
A  50       X 

*rto  r 

12.3  to  30.6  Lbs 


2.8  to  6.8  Lbs. 


152 


BETHLEHEM    STEEL    COMPANY. 


ANGLES   WITH    EQUAL    LEGS. 


ANGLES   WITH  UNEQUAL   LEGS. 


A  86 

H*to  1" 

23,0  to  44.2  Lbs./' 


A  73 

HAo  1" 

1 5.0  to  32.3  Lbs. 

A  64 

12.3  to  30.6  Lbs. 
A  63 

MW'f 

1 1.7  to  28.9  Lbs. 


BETHLEHEM     STEEL    COMPANY. 


153 


ANGLES    WITH    UNEQUAL    LEGS. 


A  38 


7  l(j  fcV»  7*  / 

6.6  to  14.7  Lbs/ 


XX          fT     A  32.      A, 

'      ^      \  J^toM 

\>        4.1  to  7 ,7  Lbs/ 


A  37 
4. 9  to  1 1. 5  Lbs./ 


154 


BETHLEHEM    STEEL    COMPANY. 


DIMENSIONS  AND  WEIGHTS  OF 

BETHLEHEM    BARS. 

ROUNDS. 


Size, 
Inches. 

Weight 
per  Foot, 
Pounds. 

Size, 
Inches. 

Veieht 
per  Foot, 
Pounds. 

Size, 
Inches. 

Weight 
per  Foot-, 
Pounds. 

Size, 
Inches. 

Weight 
per  Foot, 
Pounds. 

X 

.67 

1A 

4.60 

2X 

13.52 

3K 

40.10 

A 

.85 

1# 

5.05 

2^ 

15.07 

4 

42.73 

H 

1.04 

1A 

5.52 

2/2 

16.69 

4X 

48.24 

« 

1.26 

IX 

6.01 

2tt 

18.40 

4X 

54.07 

X 

1.50 

IA 

6.52 

2X 

20.20 

4X 

60.25 

H 

1.76 

l|f 

7.05 

2^ 

22.07 

5 

66.76 

ft 

2.04 

itf 

7.60 

3 

24.03 

5X 

73.60 

If 

2.35 

!# 

8.18 

3K 

26.08 

5X 

80.77 

i 

2.67 

HI 

8.77 

3X 

28.20 

5X 

88.29 

1A 

3.01 

IK 

9.39 

3^ 

30.42 

6 

96.14 

iK 

3.38 

lit 

10.02 

3^ 

32.71 

6X 

104.30 

IT** 

3.77 

2 

10.68 

3^ 

35.09 

6K 

112.80 

IX 

4.17 

2X 

12.06 

3X 

37.56 

SQUARES. 

X 

.85 

1A 

3.84 

1« 

8.98 

2/2 

21.25 

A 

1.08 

l>i 

4.30 

liJ 

9.68 

2X 

25.71 

H 

1.33 

IT\ 

4.80 

IX 

10.41 

3 

30.60 

tt 

1.61 

IX 

5.31 

lif 

1L17 

3X 

35.92 

# 

1.91 

liV 

5.86 

IK 

11.95 

3^ 

41.65 

it 

2.25 

1/8 

6.43 

lit 

12.76 

3X 

47.82 

K 

2.60 

1A 

7.03 

2 

13.60 

4 

54.40 

if 

2.99 

IX 

7.65 

2K 

15.35 

i 

3.40 

1A 

8.30 

2X 

17.22 

BETHLEHEM    STEEL    COMPANY.                     155 

DIMENSIONS  AND  WEIGHTS  OF 

BETHLEHEM    BARS  (CONTINUED). 

FLATS. 

Width, 
Inches. 

Thickness. 
Inches. 

Weight  per  Foot, 
Pounds. 

Width, 
Inches. 

Thickness. 
Inches. 

Weight  per  Foot> 
Pounds. 

i# 

A  to  vx 

1.59  to    6.38 

4 

Ato2 

4.25  to  27.20 

i# 

A  "  IX 

1.86  "    7.44 

4X 

A  "  2 

4.78  "  30.60 

2 

A  "  i# 

2.12  "  10.20 

5 

A  €<  2 

5.31  "  34.00 

2X 

A"i# 

2.39  "  11.48 

5^ 

A  "  2 

5.84  "  37.40 

2^ 

A"l# 

2.65  "  12.75 

6 

A"! 

6.38  "  40.80 

2^ 

ft"i# 

2.92  "  14.03 

7 

iV'2 

7.44  "  47.60 

3 

A"  2 

3.19  "  20.40 

8 

A"2 

8.50  "  54.40 

3X 

A"  2 

3.72  "  23.80 

HEXAGONS. 

Short 
Diameter 
of 
Hexagon, 
Inches. 

Weight 
per 
Foot, 
Founds. 

Short 
Diameter 
of 
Hexagon, 
Inches. 

Weight 
per 
foot, 
Pounds. 

Short 
Diameter 
of 
Hexagon, 
Inches. 

Weight 
iner 
Foot, 
Pounds. 

Short 
Diameter 
of 
Hexagon, 
Inches. 

Weight 
per 
Foot, 
Pounds. 

% 

2.25 

1/8 

5.57 

W 

13.30 

3 

26.50 

it 

2.59 

IX 

6.63 

2X 

14.91 

3X 

31.10 

i 

2.94 

IH 

7.78 

2/8 

16.61 

3^ 

36.07 

i* 

3.32 

W 

9.02 

W 

18.40 

iji 

3.73 

lj« 

10.35 

W 

20.29 

IX 

4.60 

2 

11.78 

2X 

22.27 

156                     BETHLEHEM    STEEL    COMPANY. 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

AMERICAN  STANDARD  X  BEAMS. 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per 
Foot, 
Pounds. 

FLANGE  WIDTH. 

WEB  THICKNESS. 

Page 
No. 
of 
Section. 

Inches 
and 
Decimal 
Parts. 

Inches 
and 
Fractional 
Parts. 

Decimal 
Parts 
of 
Inch. 

Fractional 
Parts 
of 
Inch. 

124 

24 

100.00 
95.00 
90.00 
85.00 
80.00 

7.254 
7.192 
7.131 
7.070 
7.000 

7jV 

7T* 

.754 
.692 
.631 
.570 
.500 

H  * 

*j 

144 

1  20  a 

20 

100.00 
95.00 
90.00 
85.00 
80.00 

7.284 
7.210 
7.137 
7.063 
7.000 

$ 

.884 
.810 
.737 
.663 
.600 

H" 
«!! 

145 

120 

20 

75.00 
70.00 
65.00 

6.399 
6.325 
6.250 

i 

.649 
.575 
.500 

H 

145 

118 

18 

70.00 
65.00 
60.00 
55.00 

6.259 
6.177 
6.095 
6.000 

6** 

.719 
.637 
.555 
.460 

H 

tl 

f  If 

146 

I15b 

15 

100.00 
95.00 
90.00 
85.00 
80.00 

6.774 
6.675 
6.577 
6.479 
6.400 

| 

1.184 
1.085 
.987 
.889 
.810 

»: 

146 

1  15  a 

15 

75.00 
70.00 
65.00 
60.00 

6.292 
6.194 
6.096 
6.000 

6** 

.882 
.784 
.686 
.590 

ti  25 

*  if 

146 

115 

15 

55.00 
50.00 
•  45.00 
42.00 

5.746 
5.648 
5.550 
5.500 

53^ 

.656 
.558 
.460 
.410 

II  35 
'  H 

146 

BETHLEHEM    STEEL    COMPANY.                      157 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

AMERICAN  STANDARD  X  BEAMS 

(CONTINUED). 

Section 
Number. 

Beam, 
Inches. 

Weight 

fi 

Pounds. 

FLANGE  WIDTH. 

WEB  THICKNESS. 

Page 
No. 
of 
Section. 

Inches 
and 
Decimal 
Parts. 

Inches 
and 
Fractional 
Parts. 

Decimal 
Parts 
of 
Inch. 

Fractional 
Parts 
of 
Inch. 

I12a 

12 

55.00 
50.00 
45.00 
40.00 

5.612 
5.489 
5.366 
5.250 

N 
« 

5> 

I 

.822 
.699 
.576 
.460 

*** 

147 

112 

12 

35.00 
31.50 

5.086 
5.000 

y 

•* 

.436 
.350 

if 

147 

110 

10 

40.00 
35.00 
30.00 
25.00 

5.099 
4.952 
4.805 
4.660 

4' 

4j 

\ 
I 

.749 
.602 
.455 
.310 

ll 

147 

19 

9 

35.00 
30.00 
25.00 
21.00 

4.772 
4.609 
4.446 
4.330 

44 

* 
4: 

\- 

.732 
.569 
.406 
.290 

J 

147 

18 

8 

25.50 
23.00 
20.50 
18.00 

4.271 
4.179 

4.087 
4.000 

| 

\ 

.541 
.449 
.357 
.270 

H 

148 

17 

7 

20.00 
17.50 
15.00 

3.868 
3.763 
3.660 

»l 

» 

.458 
.353 
.250 

•j 

148 

16 

6 

17.25 
14.75 
12.25 

3.575 
3.452 
3.330 

3| 
3| 

1 

.475 
.352 
.230 

HH 

148 

15 

5 

14.75 
12.25 
9.75 

3.294 
3.147 
3.000 

HI 

s* 

.504 
.357 
.210 

H  £ 

148 

14 

4 

10.50 
9.50 
8.50 
7.50 

2.880 
2.807 
2.733 
2.660 

2? 

2f 
2f 

\ 

.410 
.337 
.263 
.190 

'  A 

148 

158                     BETHLEHEM    STEEL    COMPANY. 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

AMERICAN    STANDARD   CHANNELS. 

Section 
Number. 

Depth 
of 
Channel, 
Inches. 

Weight 
Pounds. 

! 
FLANGE  WIDTH.              WEB  THICKNESS. 

Page 
No. 
of 
Section. 

i     Inches 
and 
Decimal 
Parts. 

Inches 
and 
Fractional 
Parts. 

Decimal 
Parts 
of 
Inch. 

Fractional 
Parts 
of 
Inch. 

55.00 

3.818 

3H 

.818 

if 

50.00 

3.720 

3fi 

.720 

H 

C  15 

15 

45.00 
40.00 
35.00 

3.622 
3.524 
3.426 

8Jt 

m 

.622 
.524 
.426 

H 

ti 

149 

33.00 

3.400 

m 

.400 

H 

40.00 

3.418 

in 

.758 

II 

35.00 

3.296 

3if 

.636 

|1 

C  12 

12 

30.00 

3.173 

3H 

.513 

H 

149 

25.00 

3.050 

3& 

.390       |f 

20.50 

2.940 

m 

.280 

A 

35.00 

3.183 

SA 

.823 

If 

30.00        3.036 

3/j 

.676 

If 

C  10 

10 

25.00         2.889 

2|f 

.529 

H 

149 

20.00 

2.742 

2Jf 

.382 

3/& 

15.00 

2.600 

m 

.240 

M 

25.00 

2.815 

2H 

.615 

1! 

09 

9 

20.00 
15.00 

2.652 

2.488 

2fl 

.452 
.288 

li 
A 

149 

13.25 

2.430 

2* 

.230 

H 

BETHLEHEM    STEEL    COMPANY.                      159 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

AMERICAN  STANDARD   CHANNELS 

(CONTINUED). 

Section 
Number. 

Depth 
of 
Channel, 
Inches. 

Weight 
per 
Foot. 
Pounds. 

FUNGE  WIDTH. 

WEB  THICKNESS. 

•5P 

of 
Section. 

Inches 
and 
Decimal 
Parts. 

Inches 
and 
Fractional 
Parts. 

Decimal 
Parts 
of 
Inch. 

Fractional 
Parts 
of 
Inch. 

21.25 

2.622 

2# 

.582 

If 

18.75 

2.530 

*H 

.490 

li 

C  8 

8 

16.25 

2.439 

*A 

.399 

H 

150 

13.75 

2.347 

m 

.307 

if 

11.25 

2.260 

2H 

.220 

A 

19.75 

2.513 

2|f 

.633 

X 

17.25 

2.408 

2*1 

.528 

If 

C  7 

7 

14.75 

2.303 

2H 

.423 

If 

150 

12.25 

2.198 

2if 

.318 

A 

9.75 

2.090 

2A 

.210 

if 

15.50 

2.283 

2A 

.563 

A 

C  6 

6 

13.00 
10.50 

2.160 
2.038 

2A 

2& 

.440 
.318 

A 
A 

150 

8.00 

1.920 

Iff 

.200 

if 

11.50 

2.037 

*A 

.477 

H 

C  5 

5 

9.00 

1.890 

itt 

.330 

H 

150 

6.50 

1.750 

i* 

.190 

A 

7.25 

1.725 

iff 

.325 

it 

C  4 

4 

6.25 

1.652 

i« 

.252 

if 

150 

5.25 

1.580 

iff 

.180 

A 

160                      BETHLEHEM    STEEL    COMPANY. 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

ANGLES. 

EQUAL    LEGS. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness 
of 
Metal, 
Inches. 

Weight 

& 

Pounds. 

Area 
of 
Section, 
Square 
Inches. 

Section 
Number. 

Size 
of 

Thick- 
ness 
of 
Metal, 
Inches. 

Weight 

Foot, 
Pounds. 

Area 
of 

Section, 
Square 
Inches. 

i* 

56.9 

16.73 

1 

30.6 

9.00 

IT'S 

54.0 

15.87 

y™ 

28.9 
27.2 

8.50 
7.99 

1 

51.0 

15.00 

SH 

25.4 

7.46 

H 

48.1 

14.12 

A50 

5x5 

23.6 
21.8 

6.94 
6.42 

^A 

45.0 

13.23 

H1* 

20.0 

5.86 

A80 

8x8 

it 

42.0 

12.34 

A 

1/2  1 

18.1 
16.2 

5.31 
4.75 

if 

38.9 

11.44 

14.3 

4.18 

ii 

35.8 

10.53 

#A 

12.3 

3.61 

H 

32.7 

9.61 

A 

29.6 

8.68 

3    ** 

19.9 
18.5 

5.84 
5.44 

% 

26.4 

7.75 

]4H 

17.1 

5.03 

A40 

4x4 

15.7 

4.61 

i 

37.4 

11.00 

A 

14.3 

4.18 

t£ 

12.8 

3.75 

if 

35.3 

10.37 

3   ^ 

11.3 

3.31 

7/ 

33.1 

9.74 

9.8 

2.86 

/<* 

T'* 

8.2 

2.40 

tt 

31.0 

9.09 

1  O 

&• 

28.7 

8.44 

A60 

6x6 

H 

26.5 
24.2 

7.78 
7.11 

tt* 

17.1 

16.0 

14.8 

5.03 

4.69 
4.34 

A 

21.9 

6.43 

A35 

3Jx3J 

13.6 
12.4 

3.98 
3.62 

\/ 

19.6 

5.75 

% 

11.1 

3.25 

A 

17.2 

5.06 

^^ 

9,8 
8.5 

2.87 
2.48 

? 

14.9 

4.36 

T5/ 

7.2 

2.09 

BETHLEHEM    STEEL    COMPANY.                      161 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

ANGLES—  (CONTINUED). 

EQUAL    LEGS. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness 
of 
Metal, 
Inches. 

Weight 
per 
Foot, 
Pounds. 

Area 
of 
Section, 
Square 
Inches. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness 
of 
Metal, 
Inches. 

Weight 
Pounds. 

Area 
of 
Section, 
Square 
Inches. 

H 

11.5 

3.36 

A 

4.6 

1.34 

T9S 

10.4 

3.06 

3/& 

4.0 

1.17 

A30 

3x3 

A 

9.4 
8.3 
7.2 

2.75 
2.43 
2.11 

A17 

Ifxlf 

A 

3.4 

2.8 

1.00 

.81 

A 

6.1 

1.78 

A 

2.2 

.62 

# 

4.9 

1.44 

H 

3.4 

.99 

y* 

7.7 

2.25 

A 

2.9 

.84 

A 

6.8 

2.00 

A15 

IJxli 

l/i 

2.4 

.69 

A25 

2Jx2J 

X 

A 

5.9 
5.0 

1.73 
1.47 

A 

1.8 

.53 

4.1 

1.19 

1/8 

1.3 

.36 

A 

3.1 

.90 

Ji 

6.8 

2.00 

A 

6.1 

1.78 

y% 

5.3 

1.55 

A22 

2Jx2i 

A 

4.5 

1.31 

Angles  are  rolled  only  to  the 

3.7 

1.06 

variations  of  thickness  and  weight 

%\ 

2.8 

.81 

given  in  this  list. 
Orders  for  angles  should  spec- 

ify either  the  thickness  or  weight, 

A 

5.3 

1.56 

but  not  both. 

N 

4.7 

1.36 

A20 

2x2 

A 

4.0 

1.15 

X 

3.2 

.94 

A 

2.5 

.72 

162                    BETHLEHEM    STEEL    COMPANY. 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

ANGLES. 

UNEQUAL    LEGS. 

Section 
Number. 

Size 
of 

Angle, 
Inches. 

Thick- 
ness 
ot 
Metal, 
Inches. 

Weight 

& 
Pounds. 

Area 
of 

Section, 
Square 
Inches. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness 
of 
Metal, 
Inches. 

Weight 
per 
Foot, 
Ponnds. 

Area 
of 

Section, 
Square 
Inches. 

1 

44.2 

13.00 

1 

28.9 

8.50 

H 

41.6 

12.25 

it 

27.3 

8.03 

% 

39.0 

11.48 

7/s 

25.7 

7.55 

H 

36.4 

10.72 

it 

24.0 

7.06 

A86 

8x6 

# 

33.8 

9.94 

A63 

6x3J 

X 

22.4 

6.56 

tt 

31.1 

9.15 

H 

20.6 

6.06 

* 

28.4 

8.36 

H 

18.9 

5.55 

ft 

25.7 

7.56 

A 

17.1 

5.03 

% 

23.0 

6.75 

% 

15.3 

4.50 

A 

13.5 

3.97 

H 

11.7 

3.42 

i 

32.3 

9.50 

H 

30.5 

8.97 

« 

28.7 

8.42 

ft 

22.7 

6.67 

if 

26.8 

7.87 

» 

21.3 

6.25 

A73 

7x3J 

?< 

24.9 

7.31 

V 

19.8 

5.81 

H 

23.0 

6.75 

ii 

18.3 

5.37 

# 

21.0 

6.17 

A54 

5x3J 

X 

16.8 

4.92 

A 

19.1 

5.59 

ft 

15.2 

4.47 

* 

17.0 

5.00 

y* 

13.6 

4.00 

A 

15.0 

4.40 

A 

12.0 

3.53 

H 

10.4 

3.05 

ft 

8.7 

2.56 

i 

30.6 

9.00 

if 

28.9 

8.50 

# 

27.2 

7.99 

if 

19.9 

5.84 

H 

25.4 

7.47 

* 

18o5 

5.44 

K 

23.6 

6.94 

H 

17.1 

5.03 

A64 

6x4 

H 

21.8 

6.41 

A53 

5x3 

H 

15.7 

4.61 

# 

20.0 

5.86 

& 

14.3 

4.18 

ft 

18.1 

5.31 

% 

12.8 

3.75 

# 

16.2 

4.75 

ft 

11.3 

3.31 

ft 

14.3 

4.18 

* 

9.8 

2.86 

M 

12.3 

3.61 

A 

8.2 

2.40 

BETHLEHEM    STEEL    COMPANY.                      163 

MINIMUM,  MAXIMUM  AND  INTERMEDIATE  WEIGHTS  AND  DIMENSIONS  OF 

ANGLES—  (CONTINUED). 

UNEQUAL    LEGS. 

Section 
Number. 

Size 
of 
4Mb, 

Inches. 

Thick- 
ness 
of 
Metal, 
Inches. 

Weight 
Pounds. 

Area 

Section, 
Square 
Inches. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness 
of 
Metal 
Inches. 

Weight 
per 
Foot, 
Pounds. 

Area 
of 
Section, 
Square 
Inches. 

# 

17.3 

5.06 

9.5 

2.78 

ri 

16.0 

4.68 

,  T* 

8.5 

2.50 

A44 

4x3} 

A* 

14.7 
13.3 
11.9 

4.30 
3.90 
3.50 

A33 

3x2} 

'*•& 

7.6 
6.6 
5.6 

2.22 
1.92 
1.62 

ft'* 

10.6 

3.09 

X™ 

4.5 

1.31 

H 

9.1 

2.67 

7.7 

2.25 

y2 

7.7 

2.25 

A 

6.8 

2.00 

tt* 

16.0 
14.8 
13.6 

4.69 
4.34 
3.98 

A32 

3x2 

ft* 

5.9 
5.0 
4.1 

1.73 
1.47 
1.19 

A43 

4x3 

*# 

12.4 
11.1 

3.62 
3.25 

ZA 

6.8 
6.1 

2.00 
1.78 

TVs 

9.8 

8.5 

2.87 
2.48 

A27 

2jx2 

N 

A 

5.3 
4.5 

1.55 
1.31 

A 

7.2 

2.09 

3.7 

1.06 

+  A 

2.8 

.81 

3/ 

14.7 

4.31 

H 

13.6 

4.00 

rV 

5.3 

1.56 

e/ 

12.5 

3.67 

^ 

4.7 

1.36 

A38 

3Jx3 

A 

11.4 
10.2 

3.34 
3.00 

A26 

2}xlJ 

Ax 

4.0 
3.2 

1.16 
.94 

A' 

9.1 

2.65 

A4 

2.5 

.72 

M 

7.9 

2.30 

A7 

1.93 

H 

11.5 

3.36 

Angles  are  rolled  only  to  the 

T9* 

10.4 

3.06 

variations  of  thickness  and  weight 

1  o 

9.4 

2.75 

given  in  this  list. 

A37 

3}x2J 

TC 

8.3 

7.2 

2.43 
2.11 

Orders  for  angles  should  spec- 
ify either  the  thickness  or  weight, 

A 

6.1 

1.78 

but  not  both. 

X 

4.9 

1.44 

164  BETHLEHEM    STEEL    COMPANY. 

EXPLANATION    OF   TABLES 

OF  THE   PROPERTIES   OF  STANDARD   X   BEAMS, 
CHANNELS  AND  ANGLES. 

The  tables  on  pages  166-169  give  the  weights,  dimensions, 
areas  and  structural  properties  of  all  the  sizes  of  Standard  I 
beams  that  are  rolled.  These  tables  are  given  in  the  same 
general  form  as  those  for  the  properties  of  Bethlehem  special 
I  beams  and  girder  beams,  so  that  comparisons  of  the  stand- 
ard beams  with  the  special  beams  and  rolled  girder  sections 
can  be  easily  made. 

Properties  for  all  weights  of  standard  channels  that  are 
rolled  are  given  in  similar  form  in  the  table  on  pages  170-171. 

Coefficients  of  strength  are  given  for  Standard  I  beams 
and  channels  calculated  for  a  fiber  stress  of  16,000  Ibs.  per 
square  inch  to  be  used  for  static  loads  in  buildings  and  for 
like  purposes,  also  for  a  fiber  stress  of  12,500  Ibs.  per  square 
inch  to  be  used  where  moving  loads  are  to  be  provided  for, 
as  in  highway  bridges,  crane  runways,  etc.  Coefficients  of 
strength  for  Standard  I  beams  are  also  given  for  a  fiber  stress 
of  10,000  Ibs.  per  square  inch,  to  be  used  where  loads  pro- 
ducing impact  are  to  be  provided  for,  as  in  railroad  bridges. 

The  use  of  these  coefficients  of  strength  is  explained  in 
connection  with  the  properties  of  Bethlehem  special  struc- 
tural shapes,  to  which  reference  may  be  made.  See  pages  50-51 
and  also  pages  232-233  for  the  general  application  of  their  use. 

The  section  modulus  is  given  around  the  principal  axis  for 
both  I  beams  and  channels  by  means  of  which  the  proper  size 
section  may  be  selected  for  a  given  loading  and  span  ;  or  the 
maximum  fiber  stress  may  be  determined  when  the  size  of 
section,  length  of  span  and  method  of  loading  are  given. 

The  radii  of  gyration  are  given  for  beams  and  channels 
around  each  axis.  When  two  beams  are  used  as  a  column, 
the  proper  distance,  center  to  center  of  beams,  to  make  the 
radius  equal  about  both  axes,  is  given  in  a  separate  table  on 
page  208.  Likewise  the  proper  distance,  back  to  back  of 
channels  to  make  the  radius  of  gyration  equal  about  both 
axes,  is  given  in  the  table  on  page  209. 

If  the  section  modulus  of  a  channel  sideways  is  desired, 
it  may  be  obtained  in  the  following  manner  : 


BETHLEHEM    STEEL    COMPANY.  165 

S/  =  section  modulus  of  channel  sideways. 
b=  width  of  flange  of  channel,  in  inches. 
x  =  distance,  in  inches,  ^Om  back  of  channel  to  neu- 

tral axis. 
F  =  moment  of  inertia  of  channel,  neutral  axis  parallel  to 

back  of  flange. 

Then-  5/=- 


Values  of  F  and  x  are  given  in  the  tables  of  properties  of 
channels  for  all  weights  of  each  size. 

The  properties  of  angles  are  given  in  the  tables  on  pages 
172-182  for  all  the  weights  rolled  of  each  size.  For  unsym- 
metrical  sections,  like  angles,  there  are  two  values  of  the 
section  modulus  for  each  position  of  the  neutral  axis,  because 
the  distance  from  the  neutral  axis  to  the  extreme  fiber  is 
greater  on  one  side  of  the  axis  than  it  is  on  the  other.  The 
section  modulus  given  in  the  tables  of  properties  of  angles 
is  the  smaller  of  these  two  values  for  each  position  of  the 
neutral  axis.  The  stress  calculated  from  it  gives  the  stress 
in  the  fibers  most  remote  from  the  neutral  axis,  which  is  the 
maximum  stress  in  the  angle. 

The  coefficients  of  strength  given  for  angles  are  calculated 
for  a  maximum  fiber  stress  of  16,000  Ibs.  per  square  inch. 
These  coefficients  can  be  used  in  the  usual  manner  for  obtain- 
ing the  safe  uniformly  distributed  load  for  any  angle  on  a 
given  span,  or  for  selecting  the  proper  size  of  angle  required 
to  support  a  given  load  on  a  given  span.  For  any  other  fiber 
stress  the  coefficients  can  be  obtained  by  proportion. 

Coefficients  of  strength  for  unequal  angles  are  given  for 
each  position  of  the  neutral  axis.  The  coefficient  C  is  to  be 
used  when  the  long  leg  of  the  angle  is  in  the  direction  of 
bending,  and  the  coefficient  O  when  bending  takes  place  in 
the  direction  of  the  short  leg. 

The  least  radius  of  gyration  for  angles  is  that  about  a 
diagonal  neutral  axis.  This  minimum  radius,  r",  is  given  in 
the  tables  and  is  to  be  used  in  the  calculation  of  struts,  or 
columns  consisting  of  a  single  angle,  where  failure  is  liable  to 
take  place  in  the  direction  of  least  resistance. 


166                     BETHLEHEM    STEEL    COMPANY. 

PROPERTIES  OF 

AMERICAN  STANDARD  X  BEAMS. 

NEUTRAL  AXIS  PERPENDICULAR 

Thif>1r 

TO  WEB  AT  CENTER. 

Depth 

Weight 

Area 

1D1CJC- 

Width 

Section 

of 

per 

of 

ness 

of 

Number. 

Beam, 
Inches. 

Foot, 
Pounds. 

Section, 
Sq.  Ins. 

of 
Web, 

Tnchoo 

Flange, 
Inches. 

Moment 
of 

Radius 
of 

Section 

indies. 

Inertia. 

Gyration. 

Modulus. 

1 

r 

S 

100.0 

29.41 

.754 

7.254 

2380.3 

9.00 

198.4 

95.0 

27.94 

.692 

7.192 

2309.6 

9.09 

192.5 

124 

24 

90.0 

26.47 

.631 

7.131 

2239.1 

9.20 

186.6 

85.0 

25.00 

.570 

7.070 

2168.6 

9.31 

180.7 

80.0 

23.32 

.500 

7.000 

2087.9 

9.46 

174.0 

100.0 

29.41 

.884 

7.284 

1655.8 

7.50 

165.6 

95.0 

27.94 

.810 

7.210 

1606.8 

7.58 

160.7 

I20a 

20 

90.0 

26.47 

.737 

7.137 

1557.8 

7.67 

155.8 

85.0 

25.00 

.663 

7.063 

1508.7 

7.77 

150.9 

80.0 

23.73 

.600 

7.000 

1466.5 

7.86 

146.7 

75.0 

22.06 

.649 

6.399 

1268.9 

7.58 

126.9 

120 

20 

70.0 

20.59 

.575 

6.325 

1219.9 

7.70 

122.0 

65.0 

19.08 

.500 

6.250 

1169.6 

7.83 

117.0 

70.0 

20.59 

.719 

6.259 

921.3 

6.69 

102.4 

1  o 

65.0 

19.12 

.637 

6.177 

881.5 

6.79 

97.9 

1  18 

lo 

60.0 

17.65 

.555 

6.095 

841.8 

6.91 

93.5 

55.0 

15.93 

.460 

6.000 

795.6 

7.07 

88.4 

100.0 

29.41 

1.184 

6.774 

900.5 

5.53 

120.1 

95.0 

27.94 

1.085 

6.675 

872.9 

5.59 

116.4 

I15b 

15 

90.0 

26.47 

.987 

6.577 

845.4 

5.65 

112.7 

85.0 

25.00 

.889 

6.479 

817.8 

5.72 

109.0 

80.0 

23.81 

.810 

6.400 

795.5 

5.78 

106.1 

75.0 

22.06 

.882 

6.292 

691.2 

5.60 

92.2 

I15a 

15 

70.0 
65.0 

20.59 
19.12 

.784 
.686 

6.194 
6.096 

668.6 
636.0 

5.68 
5.77 

88.5 
84.8 

60.0 

17.67 

.590 

6.000 

609.0 

5.87 

81.2 

55.0 

16.18 

.656 

5.746 

511.0 

5.62 

68.1 

TIC 

IK 

50.0 

14.71 

.558 

5.648 

483.4 

5.73 

64.5 

J.J.O 

m.9 

45.0 

13.24 

.460 

5.550 

455.8 

5.87 

60.8 

42.0 

12.48 

.410 

5.500 

441.7 

5.95 

58.9 

W=Safe  load  in  pounds  uniformly  distributed,  including  weight  of  beam. 

L=Span  in  feet.    M=Moment  offerees  in  foot  pounds. 

BETHLEHEM    STEEL    COMPANY.                      167 

PROPERTIES  OF 

AMERICAN  STANDARD  X  BEAMS. 

COEFFICIENTS  OF  STRENGTH. 

NEUTRAL  AXIS 
COINCIDENT  WITH 

Safe^ear        CENTER  LINE  OF  WEB. 

For  Fiber 
Stress  of  16,000 
Lbs.  per  Sq.  In., 
for  Buildings. 

For  Fiber  Stress 
of  12,500  Lbs. 
per  Sq.  In.,  for 
Moving  Loads. 

For  Fiber  Stress 
of  10,000  Lbs. 
per  Sq.  In. 

on  Web, 
in 
Tons  of 
2000  Lbs. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration. 

Section 
Number. 

c 

C' 

C" 

I/ 

r' 

2,115,800 

1,653,000 

1,322,700 

85.1 

48.6 

1.28 

2,052,900 

1,603,900 

1,316,700 

75.0 

47.1 

1.30 

1,990,300 

1,554,900 

1,244,000 

65.1 

45.7 

1.31 

124 

1,927,600 

1,505,900 

1,204,700 

55.3 

44  .4 

1.33 

1,855,900 

1,449,900 

1,160,000 

44.2 

42.9 

1.36 

1,766,100 

1,379,800 

1,104,000 

93.7 

52.7 

1.34 

1,713,900 

1,339,000 

1,071,300 

83.9 

50.8 

1.35 

1,661,600 

1,298,100 

1,038,700 

74.3 

49.0 

1.36 

I20a 

1,609,300 

1,257,200 

1,006,000 

64.4 

47.3 

1.37 

1,564,300 

1,222,100 

978,000 

55.9 

45.8 

1.39 

1,353,500 

1,057,400 

846,000 

62.1 

30.3 

1.17 

1,301,200 

1,016,600 

813,300 

52.1 

29.0 

1.19 

120 

1,247,600 

974,700 

780,000 

42.0 

27.9 

1.21 

1,091,900 

853,000 

682,700 

66.5 

246 

1.09    ! 

1,044,800 

816,200 

652,700 

56.7 

23.5 

1.11 

T   I  Q 

997,700 

779,500 

626,000 

46.7 

22.4 

1.13 

1    1O 

943,000 

736,700 

589,300 

35.2 

21.2 

1.15 

1,280,700 

1,000,600 

800,700 

102.8 

51.0 

1.31 

1,241,500 

969,900 

776,000 

93.5 

48.4 

1.32 

1,202,300 

939,300 

751,300 

84.4 

45.9 

1.32 

I15b 

1,163,000 

908,600 

726,700 

75.1 

43.6 

1.32 

1,131,300 

883,900 

707,300 

67.6 

41.8 

1.32 

983,000 

768,000 

614,700 

74.1 

30.7 

1.18 

943,800 

737,400 

590,000 

64.7 

29.0 

1.19         TI^ 

904,600 

706,700 

565,300 

55.2 

27.4 

1.20 

j.  i'j(k 

866,100 

676,600 

541,300 

45.8 

26.0 

1.21 

726,800 

567,800 

454,000 

51.9 

17.1 

1.02 

687,500 

537,100 

430,000 

42.2 

16.0 

1.04 

648,200 

506,400 

405,300 

32.3 

15.0 

1.07 

I  15 

628,300 

490,800 

392,300 

27.3 

14.6 

1.08 

C,  C'  and  Cr  ^Coefficients  given  in  the  table. 

w    C  or  C'  or  C"       ^    C  or  C'  or  C"       „ 

or  C'  or  C"-WL=8M-f  f  S. 

W                 L             ,      M-             g             ,       C 

168                     BETHLEHEM    STEEL    COMPANY. 

PROPERTIES  OF 

AMERICAN   STANDARD  X  BEAMS    (CONTINUED). 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 

Foot, 
Pounds. 

Area 
of 
Section, 
Sq.  Ins. 

Thick- 
ness of 
Web, 
Inches. 

Width 
of 
Flange, 
Inches. 

NEUTRAL  AXIS  PERPENDICULAR 
TO  WEB  AT  CENTER, 

Moment 
of 
Inertia. 

1 

Radius 
of 

Gyration. 

r 

Section 
Modulus. 

s 

I12a 

12 

55.0 
50.0 
45.0 
40.0 

16.18 
14.71 
13.24 

11.84 

.822 
.699 
.576 
.460 

5.612 
5.489 
5.366 
5.250 

321.0 
303.3 
285.7 
268.9 

4.45 
4.54 
4.65 

4.77 

53.5 
50.6 

47.6 
44.8 

112 

12 

35.0 
31.5 

10.29 
9.26 

.436 
.350 

5.086 
5.000 

228.3 
215.8 

4.71 

4.83 

38.0 
36.0 

110 

10 

40.0 
35.0 
30.0 
25.0 

11.76 
10.29 
8.82 
7.37 

.749 
.602 
.455 
.310 

5.099 
4.952 
4.805 
4.660 

158.7 
146.4 
134.2 
122.1 

3.67 
3.77 
3.90 
4.07 

31.7 
29.3 
26.8 
24.4 

19 

9 

35.0 
30.0 
25.0 
21.0 

10.29 
8.82 
7.35 
6.31 

.732 

.569 
.406 
.290 

4.772 
4.609 
4.446 
4.330 

111.8 
101.9 
91.9 
84.9 

3.29 
3.40 
3.54 
3.67 

24.8 
22.6 
20.4 
18.9 

18 

8 

25.5 
23.0 
20.5 
18.0 

7.50 
6.76 
6.03 
5.33 

.541 
.449 
.357 
.270 

4.271 
4.179 
4.087 
4.000 

68.4 
64.5 
60.6 
56.9 

3.02 
3.09 
3.17 
3.27 

17.1 
16.1 
15.1 
14.2 

17 

7 

20.0 
17.5 
15.0 

5.88 
5.15 
4.42 

.458 
.353 
.250 

3.868 
3.763 
3.660 

42.2 
39.2 
36.2 

2.68 
2.76 
2.86 

12.1 
11.2 
10.4 

16 

6 

17.25 
14.75 
12.25 

5.07 
4.34 
3.61 

.475 
.352 
.230 

3.575 
3.452 
3.330 

26.2 
24.0 

21.8 

2.27 
2.35 
2.46 

8.7 
8.0 
7.3 

15 

5 

14.75 
12.25 
9.75 

4.34 

3.60 

2.87 

.504 
.357 
.210 

3.294 
3.147 
3.000 

15.2 
13.6 
12.1 

1.87 
1.94 
2.05 

6.1 
5.4 
4.8 

14 

4 

10.5 
9.5 
8.5 
7.5 

3.09 
2.79 
2.50 
2.21 

.410 
.337 
.263 
.190 

2.880 
2.807 
2.733 
2.660 

7.1 
6.7 
6.4 
6.0 

1.52 
1.55 
1.59 
1.64 

3.6 
3.4 
3.2 
3.0 

W=Safe  load  in  pounds  uniformly  distributed,  including  weight  of  beam. 
L=Span  in  feet.    M=Moment  of  forces  in  foot  pounds. 

BETHLEHEM    STEEL    COMPANY.                      169 

PROPERTIES  OF 

AMERICAN  STANDARD  X  BEAMS  (CONTINUED) 

NEUTRAL  AXIS 

COEFFICIENT  OF  STRENGTH. 

COINCIDENT  WITH 

Maximum 

CENTER  LINE  OF  WEB. 

Safe  Shear 

For  Fiber 
Stress  of  16,000 

?or  Fiber  Stress 
of  12,500  Lbs. 

For  Fiber  Stress 

on  Web, 
in  Tons 

Moment 

Radius 

Section 
Number. 

jbs.  per  Sq  In., 
for  Buildings. 

per  Sq.  In.,  for 
Moving  Loads. 

of  10,000  Lbs. 
perSq.In. 

of 
2000  Lbs. 

of 
Inertia. 

of 
Gyration. 

c 

C' 

C" 

r 

P' 

570,600 

445,800 

356,700 

56.2 

17.46 

1.04 

539,200 

421,300 

337,300 

46.9 

16.12 

1.05 

T  19  o 

507,900 

396,800 

317,300 

37.5 

14.89 

1.06 

JL.  \.ft  a 

478,100 

373,500 

298,700 

28.4 

13.81 

1.08 

405,800 

317,000 

253,300 

26.3 

10.07 

.99 

T  19 

383,700 

299,700 

240,000 

19.4 

9.50 

1.01 

•A-  ±<U 

338,500 

264,500 

211,300 

43.0 

9.50 

.90 

312,400 

244,100 

195,300 

33.8 

8.52 

.91 

i  in 

286,300 

223,600 

178,700 

24.4 

7.65 

.93 

-*-  XV 

260,500 

203,500 

162,700 

14.8 

6.89 

.97 

265,000 

207,000 

165,300 

38.1 

7.31 

.84 

241,500 

188,700 

150,700 

28.9 

6.42 

.85 

TO 

217,900 

170,300 

136,000 

19.6 

5.65 

.88 

•*-    V 

201,300 

157,300 

126,000 

12.7 

5.16 

.90 

182,500 

142,600 

114,000 

24.7 

4.75 

.80 

172,000 

134,400 

107,300 

20.0 

4.39 

.81 

T  £ 

161,600 

126,200 

100,700 

15.3 

4.07 

.82 

J-  O 

151,700 

118,500 

94,700 

10.7 

3.78 

.84 

128,600 

100,400 

80,700 

18.2 

3.24 

.74 

119,400 

93,300 

74,700 

13.6 

2.94 

.76 

17 

110,400 

86,300 

69,300 

8.8 

2.67 

.78 

93,100 

72,800 

58,000 

16.5 

2.36 

.68 

85,300 

66,600 

53,300 

11.9 

2.09 

.69 

16 

77,500 

60,500 

48,700 

7.1 

1.85 

.72 

64,600 

50,500 

40,700 

14.8 

1.70 

.63 

58,100 

45,400 

36,000 

10.3 

1.45 

.63 

15 

51,600 

40,300 

32,000 

5.6 

1.23 

.65 

38,100 

29,800 

24,000 

9.6 

1.01 

.57 

36,000 

28,100 

22,700 

7.8 

.93 

.58 

T  4. 

33,900 

26,500 

21,300 

6.0 

.85 

.58 

JL  *± 

31,800 

24,900 

20,000 

4.2 

.77 

.59 

C,  C'  and  C"=Coefficients  given  in  the  table. 

w    C  or  C'  or  C"     „.    C  or  C'  or  C".    0  t 

>r  C'  or  C"=WL=8M=4  f  S. 

Ll                                                            O 

170                     BETHLEHEM    STEEL    COMPANY. 

PROPERTIES  OF  AMERICAN  STANDARD  CHANNELS. 

NEUTRAL  AXIS  PERPENDICULAR 

Depth 

Weight 

Area 

Thick- 

Width 

TO  WEB  AT  CENTER. 

Section 

of 

of  Section 

of 

Number. 

Channel, 
Inches. 

UOi 

Foot, 
Pounds. 

Square 
Inches. 

Web, 
Inches. 

Flange, 
Inches. 

Moment  of 
Inertia. 

Radius  of 
Gyration. 

Section 
Modulus. 

1 

r 

S 

55.00 

16.18 

.818 

3.818 

430.2 

5.16 

57.4 

50.00 

14.71 

.720 

3.720 

402.7 

5.23 

53.7 

PI  ^ 

1ft 

45.00 

13.24 

.622 

3.622 

375.1 

5.32 

50.0 

\jJLO 

JLtJ 

40.00 

11.76 

.524 

3.524 

347.5 

5.43 

46.3 

35.00 

10.29 

.426 

3.426 

320.0 

5.58 

42.7 

33.00 

9.90 

.400 

3.400 

312.6 

5.62 

41.7 

40.00 

11.76 

.758 

3.418 

197.0 

4.09 

32.8 

35.00 

10.29 

.636 

3.296 

179.3 

4.17 

29.9 

C12 

12 

30.00 

8.82 

.513 

3.173 

161.7 

4.28 

?6.9 

25.00 

7.35 

.390 

3.050 

144.0 

4.43 

24.0 

20.50 

6.03 

.280 

2.940 

128.1 

4.61 

21.4 

35.00 

10.29 

.823 

3.183 

115.5 

3.35 

23.1 

30.00 

8.82 

.676 

3.036 

103.2 

3.42 

20.6 

CIO 

10 

25.00 

7.35 

.529 

2.889 

91.0 

3.52 

18.2 

20.00 

5.88 

.382 

2.742 

78.7 

3.66 

15.7 

15.00 

4.46 

.240 

2.600 

66.9 

3.87 

13.4 

25.00 

7.35 

.615 

2.815 

70.7 

3.10 

15.7 

P,Q 

9 

20.00 

5.88 

.452 

2.652 

60.8 

3.21 

13.5 

v»«/ 

15.00 

4.41 

.288 

2.488 

50.9 

3.40 

11.3 

13.25 

3.89 

.230 

2.430 

47.3 

3.49 

10.5 

21.25 

6.25 

.582 

2.622 

47.8 

2.77 

11.9 

18.75 

5.51 

.490 

2.530 

43.8 

2.82 

11.0 

C8 

8 

16.25 

4.78 

.399 

2.439 

39.9 

2.89 

10.0 

13.75 

4.04 

.307 

2.347 

36.0 

2.98 

9.0 

11.25 

3.35 

.220 

2.260 

32.3 

3.11 

8.1 

19.75 

5.81 

.633 

2.513 

33.2 

2.39 

9.5 

17.25 

5.07 

.528 

2.408 

30.2 

2.44 

8.6 

C7 

7 

14.75 

4.34 

.423 

2.303 

27.2 

2.50 

7.8 

12.25 

3.60 

.318 

2.198 

24.2 

2.59 

6.9 

9.75 

2.85 

.210 

2.090 

21.1 

2.72 

6.0 

15.50 

4.56 

.563 

2.283 

19.5 

2.07 

6.5 

ffi 

Q 

13.00 

3.82 

.440 

2.160 

17.3 

2.13 

5.8 

v^o 

10.50 

3.09 

.318 

2.038 

15.1 

2.21 

5.0 

8.00 

2.38 

.200 

1.920 

13.0 

2.34 

4.3 

11.50 

3.38 

.477 

2.037 

10.4 

1.75 

4.2 

C5 

5 

9.00 

2.65 

.330 

1.890 

8.9 

1.83 

3.5 

6.50 

1.95 

.190 

1.750 

7.4 

1.95 

3.0 

7.25 

2.13 

.325 

1.725 

4.6 

1.46 

2.3 

C4 

4 

6.25 

1.84 

.252 

1.652 

4.2 

1.51 

2.1 

5.25 

1.55 

.180 

1.580 

3.8 

1.56 

1.9 

W=Safe  load  in  pounds  uniformly  distributed,  including  weight  of  channel. 
L=Span  in  feet.    M=Moment  of  forces  in  foot  pounds. 

BETHLEHEM    STEEL    COMPANY.                     171 

PROPERTIES  OF  AMERICAN  STANDARD  CHANNELS. 

COEFFICIENTS  OF  STRENGTH.  ,                           NEUTRAL  AXIS  PARALLEL  TO 

i'or  Fiber  Stress 
of  16,  000  Lbs. 
)er  Sq.  In,  for 
Buildings. 

For  Fiber  Stress 
of  12,500  Lbs. 
per  Sq.  In.,  for 
Moving  Loads. 

Maximum 
Safe  Shear 
on  Web, 
in  Tons  of 
2000  Lbs. 

¥EB  OF  CHANNEL. 

Weight 
per 
Foot, 
Pounds. 

Depth 
of 
Chan- 
nel, 
Inches. 

Dist.  Center  of      Moment 
Gravity  from          of 
Back  of  Channel     Inertia, 

Radius 
of 
Gyration. 

c 

C' 

x               V 

r' 

611,900 

478,000 

67.7 

.823 

12.19 

.868 

55.00 

572,700 

447,400 

58.3 

.803 

11.22 

.873 

50.00 

533,500 

416,800 

48.7 

.788 

10.29 

.882 

45.00 

Ifi 

494,200 

386,100 

38.9 

.783 

9.39 

.893 

40.00 

AU 

455,000 

355,500 

29.0 

.789 

8.48 

.908 

35.00 

444,500 

347,300 

26.4 

.794 

8.23 

.912 

33.00 

350,200 

273,600 

51.3 

.722 

6.63 

.751 

40.00 

318,800 

249,100 

41.9 

.694 

5.90 

.757 

35.00 

287,400 

224,500 

32.4 

.677 

5.21 

.768 

30.00 

12 

256,100 

200,000 

22.6 

.678 

4.53 

.785 

25.00 

227,800 

178,000 

13.7 

.704 

3.91 

.805 

20.50 

246,400 

192,500 

47.6 

.695 

4.66 

.672 

35.00 

220,300 

172,100 

38.4 

.651 

3.99 

.672 

30.00 

194,100 

151,700 

29.1 

.620 

3.40 

.680 

25.00 

10 

168,000 

131,200 

19.5 

.609 

2.85 

.696 

20.00 

142,700 

111,500 

10.0 

.639 

2.30 

.718 

15.00 

167,600 

130,900 

31.5 

.615 

2.98 

.637 

25.00 

144,100 

112,600 

22.2 

.585 

2.45 

.646 

20.00 

120,500 

94,200 

12.5 

.590 

1.95 

.665 

15.00 

112,200 

87,600 

9.0 

.607 

1.77 

.674 

13.25 

127,400 

99,500 

26.7 

.587 

2.25 

.600 

21.25 

116,900 

91,300 

22.1 

.567 

2.01 

.603 

18.75 

106,400 

83,200 

14.4 

.556 

1.78 

.610 

16.25 

8 

96,000 

75,000 

12.6    i      .557 

1.55 

.619 

13.75 

86,100 

67,300 

8.0         .576 

1.33 

.630 

11.25 

101,100 

79,000 

25.8    !      .583 

1.85 

.565 

19.75 

92,000 

71,800 

21.3    |      .555 

1.62 

.564 

17.25 

82,800 

64,700 

16.7         .535 

1.40 

.568 

14.75 

7 

73,700 

57,500 

12.0         .528 

1.19 

.575 

12.25 

66,800 

52,200 

7.0         .546 

.98 

.586 

9.75 

69,500 

54,300 

19.7         .546 

1.28 

.529 

15.50 

61,600 

48,100 

15.2         .517 

1.07 

.529 

13.00 

6 

53,800 

42,000 

10.6 

.503 

.88 

.534 

10.50 

46,200 

36,100 

5.9 

.517 

.70 

.542 

8.00 

44,400 

34,700 

14.0 

.508 

.82 

.493 

11.50 

37,900 

29,600 

9.4 

.481 

.64 

.493 

9.00 

5 

31,600 

24,700 

4.9 

.489 

.48 

.498 

6.50 

24,400 

19,000 

7.6 

.463 

.44 

.455 

7.25 

22,300 

17,400 

5.7 

.458 

.38 

.454 

6.25 

4 

20,200 

15,800 

3.9 

.464 

.32 

.453 

5.25 

C  or  (^Coefficients  given  in  the  table. 

w-c 

or  C'        ,,    C  or  C' 

C  or  C'—  WL-=8M—  f  f  S. 

L      '        M          8 

172                     BETHLEHEM    STEEL    COMPANY. 

|,                                                   PROPERTIES  OF 

LIJL        ANGLES   WITH    UNEQUAL   LEGS. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness, 
Inches. 

Weight 
per 
Foot 
Pounds. 

Area 
of 

Section, 
Square 
Inches. 

NEUTRAL  AXIS  THROUGH  CENTER  OP  GRAVITY 
PARALLEL  TO  SHORTER  FLANGE. 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength, 

X 

1 

r 

S 

C 

1 

44.2 

13.00 

2.65 

80.78 

2.49 

15.11 

161,200 

it 

41.6 

12.25 

2.63 

76.59 

2.50 

14.26 

152,200 

y% 

39.0 

11.48 

2.61 

72.31 

2.51 

13.41 

143,100 

\\ 

36.4 

10.72 

2.59 

67.92 

2.52 

12.55 

133,800 

A86 

8x6 

x 

33.8 

9.94 

2.56 

63.41 

2.53 

11.66 

124,400 

& 

31.1 

9.15 

2.54 

58.82 

2.54 

10.77 

214,900 

H 

28.4 

8.36 

2.52 

54.10 

2.55 

9.87 

105,300 

A 

25.7 

7.56 

2.50 

49.26 

2.55 

8.95 

95,500 

/ 

23.0 

6.75 

2.47 

44.31 

2.56 

8.02 

85,500 

i 

32.3 

9.50 

2.71 

45.37 

2.19 

10.58 

112,800 

it 

30.5 

8.97 

2.69 

43.13 

2.19 

10.00 

106,700 

y* 

28.7 

8.42 

2.67 

40.82 

2.20 

9.42 

100,500 

it 

26.8 

7.87 

2.64 

38.45 

2.21 

8.82 

94,100 

A73 

7x3J 

*» 

24.9 
23.0 

7.31 
6.75 

2.62 
2.60 

35.99 
33.47 

2.22 
2.23 

8.22 
7.60 

87,600 
81,000 

W 

21.0 

6.17 

2.57 

30.86 

2.24 

6.97 

74,300 

T$ 

19.1 

5.59 

2.55 

28.18 

2.25 

6.33 

67,600 

/£ 

17.0 

5.00 

2.53 

25.41 

2.25 

5.68 

60,600 

A 

15.0 

4.40 

2.50 

22.56 

2.26 

5.01 

53,400 

i 

30.6 

9.00 

2.17 

30.75 

1.85 

8.02 

85,600 

it 

28.9 

8.50 

2.14 

29.26 

1.86 

7.59 

81,000 

% 

27.2 

7.99 

2.12 

27.73 

1.86 

7.15 

76,300 

it 

25.4 

7.47 

2.10 

26.15 

1.87 

6.70 

71,500 

r 

23.6 

6.94 

2.08 

24.51 

1.88 

6.25 

66,700 

A64 

6x4 

21.8 

6.41 

2.06 

22.82 

1.89 

5.78 

61,700 

}i 

20.0 

5.86 

2.03 

21.07 

1.90 

5.31 

56,600 

ft 

18.1 

5.31 

2.01 

19.26 

1.90 

4.83 

51,500 

X 

16.2 

4.75 

1.99 

17.40 

1.91 

4.33 

46,200 

A 

14.3 

4.18 

1.96 

15.46 

1.92 

3.83 

40,900 

# 

12.3 

3.61 

1.94 

13.47 

1.93 

3.32 

35,400 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibs. 

per  square  inch. 

BETHLEHEM    STEEL    COMPANY.                     173 

PROPERTIES  OF                                                    |, 

ANGLES   WITH    UNEQUAL   LEGS.         I.l^ 

NEUTRAL  AXIS  THROUGH  CENTER  OP  GRAVITY  PARALLEL 
TO  LONGER  FLANGE. 

Least 
Radius 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 

Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength. 

of 

Gyration, 
Neutral 
Aiis 
Diagonal. 

Thickness, 
Inches. 

Size 
of 
Angle, 
Inches. 

X' 

V 

P' 

S' 

C' 

r" 

1.65 

38.78 

1.73 

8.92 

95,200 

1.28 

1 

1.63 

36.85 

1.73 

8.43 

90,000 

1.28 

it 

1.61 

34.86 

1.74 

7.94 

84,700 

1.28 

Ji 

1.59 

32.82 

1.75 

7.44 

79,300 

1.29 

3     ** 

1.56 

30.72 

1.76 

6.93 

73,900 

1.29 

8x6 

1.54 

28.56 

1.77         6.41 

68,300 

1.29 

34  H 

1.52 

26.34 

1.78         5.88 

62,700 

1.30 

1.50 

24.04 

1.78         5.34 

56,900 

1.30 

ft 

1.47 

21.68 

1.79 

4.79 

51,100 

1.30 

fc 

.96 

7.53 

.89 

2.96 

31,600 

.74 

1 

.94 

7.18 

.89 

2.80 

29,900 

.74 

it 

.92 

6.83 

.90 

2.64 

28,200 

.74 

7/s 

.89 

6.46 

.91 

2.48 

26,400 

.74 

3     ^ 

.87 
.85 

6.08 
5.69 

.91 

.92 

2.41 
2.31 

24,600 
22,900 

.74 
.74 

^  « 

7x3} 

.82 

5.28 

.93 

1.97 

21,000 

.75 

.80 

4.86 

.93 

1.80 

19,200 

.75 

I     * 

.78 

4.41 

.94 

1.62 

17,300 

.75 

.75 

3.95 

.95 

1.44 

15,400 

.76 

*A 

1.17 

10.75 

1.09 

3.79 

40,500 

.85 

i 

1.14 

10.26 

1.10 

3.59 

38,300 

.85 

it 

1.12 

9.75 

1.11 

3.39 

36,100 

.86 

tt 

1.10 

9.23 

1.11 

3.18 

33,900 

.86 

it 

1.08 

8.68 

1.12 

2.97 

31,700 

.86 

1.06 

8.11 

1.13 

2.76 

29,400 

.86 

4ii 

6x4 

1.03 

7.52 

1.13 

2.54 

27,100 

.86 

1.01 

6.91 

1.14 

2.31 

24,600 

.87 

j> 

.99 

6.27 

1.15 

2.08 

22,200 

.87 

y* 

.96 

5.60 

1.16 

1.85 

19,700 

.87 

A 

.94 

4.90 

1.17 

1.60 

17,100 

.88 

H 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibe. 

per  square  inch. 

174                      BETHLEHEM    STEEL    COMPANY. 

J 

1                                                    PROPERTIES  OF 

I. 

ANGLES    WITH    UNEQUAL    LEGS 

at 

(CONTINUED). 

NEUTRAL  AXIS  THROUGH  CENTER  OF  GRAVITY 

PARALLEL  TO  SHORTER  FLANGE. 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness, 
Inches. 

Weight 
per 
Foot, 
Lbs. 

Area 
of 
Section, 
Square 
Inches. 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 

Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength. 

x 

1 

r 

s 

c 

i 

28.9 

8.50 

2.26 

29.24 

1.85 

7.83 

83,500 

H 

27.3 

8.03 

2.24 

27.84 

1.86 

7.41 

79,000 

25.7 

7.55 

2.22 

26.38 

1.87 

6.98 

74,500 

if 

24.0 

7.06 

2.20 

24.89 

1.88 

6.55 

69,800 

*n 

22.4 

6.56 

2.18 

23.34 

1.89 

6.10 

65,100 

A63 

6x3J 

20.6 

6.06 

2.15 

21.74 

1.89 

5.65 

60,300 

H 

18.9 

5.55 

2.13 

20.08 

1.90 

5.19 

55,300 

A 

17.1 

5.03 

2.11 

18.37 

1.91 

4.72 

50,300 

X 

15.3 

4.50 

2.08 

16.59 

1.92 

4.24 

45,200 

A 

13.5 

3.97 

2.06 

14.76 

1.93 

3.75 

40,000 

* 

11.7 

3.42 

2.04 

12.86 

1.94 

3.25 

34,600 

i/* 

22.7 

6.67 

1.79 

15.67 

1.53 

4.88 

52,100 

21.3 

6.25 

1.77 

14.81 

1.54 

4.58 

48,900 

% 

19.8 

5.81 

1.75 

13.92 

1.55 

4.28 

45,600 

H 

18.3 

5.37 

1.72 

12.99 

1.56 

3.97 

42,300 

A54 

5x3J 

16.8 
15.2 

4.92 
4.47 

1.70 

1.68 

12.03 
11.03 

1.56 
1.57 

3.65 
3.32 

38,900 
35,400 

/^ 

13.6 

4.00 

1.66 

9.99 

1.58 

2.99 

31,900 

iV 

12.0 

3.53 

1.63 

8.90 

1.59 

2.64 

28,200 

y* 

10.4 

3.05 

1.61 

7.78 

1.60 

2.29 

24,500 

A 

8.7 

2.56 

1.59 

6.60 

1.61 

1.94 

20,700 

H 

19.9 

5.84 

1.86 

13.98 

1.55 

4.45 

47,500 

If 

18.5 

5.44 

1.84 

13.15 

1.55 

4.16 

44,400 

17.1 

5.03 

1.82 

12.28 

1.56 

3.86 

41,200 

jH* 

15.7 

4.61 

1.80 

11.37 

1.57 

3.55 

37,900 

A53 

5x3 

A 

14.3 

4.18 

1.77 

10.43 

1.58 

3.23 

34,500 

* 

12.8 

3.75 

1.75 

9.45 

1.59 

2.91 

31,000 

11.3 

3.31 

1.73 

8.43 

1.60 

2.58 

27,500 

y* 

9.8 

2.86 

1.70 

7.37 

1.61 

2.24 

23,900 

A 

8.2 

2.40 

1.68 

6.26 

1.61 

1.89 

20,100 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000 

Ibs.  per  square  inch. 

BETHLEHEM    STEEL    COMPANY.                      175 

PROPERTIES  OF 

I 

ANGLES    WITH    UNEQUAL    LEGS       J 

t 

(CONTINUED).                                     ^ 

M  N 

NEUTRAL  AXIS  THROUGH  CENTER  OP  GRAVITY 
PARALLEL  TO  LONGER  FLANGE. 

Least 
Radius 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength. 

of 

Gyration, 
Neutral 
Aiis 
Diagonal. 

Thickness, 
Inches. 

Size 
of 

x' 

1' 

r' 

S' 

C' 

r" 

1.01 

7.21 

.92 

2.90 

30,900 

.74 

1 

.99 

6.88 

.93 

2.74 

29,300 

.74 

it 

.97 

6.55 

.93 

2.59 

27,600 

.75 

n 

.95 

6.20 

.94 

2.43 

25,900 

•75    i        |f 

.93 

5.84 

.94 

2.27 

24,200 

.75 

X 

.90 

5.47 

.95 

2.11 

22,500 

.75 

ft 

6x3^ 

.88 

5.08 

.96 

1.94 

20,700 

.75 

x 

.86 

4.67 

.96 

1.77 

18,900 

.75 

A 

.83 

4.25 

.97 

1.59 

17,000 

.76 

</2     ^ 

.81 

3.81 

.98 

1.41 

15,100 

.76 

.79 

3.34 

.99 

1.23 

13,100 

.77 

H 

1.04 

6.21 

.96 

2.52 

26,900 

.75 

u 

1.02 

5.89 

.97 

2.37 

25,300 

.75        «" 

1.00 

5.55 

.98 

2.22 

23,600 

.75 

X 

.97 

5.20 

.98 

2.06 

22,000 

.75 

\\ 

.95 
.93 

4.83 
4.45 

.99 
1.00 

1.90 
1.73 

20,200 
18,500 

.75 
.75 

X 
A 

5x3^ 

.91 

4.05 

1.01 

1.56 

16,600 

.75 

X 

.88 

3.63 

1.01 

1.39 

14,800 

.76 

A 

.86 

3.18 

1.02 

1.21 

12,900 

.76 

.84 

2.72 

1.03 

1.02 

10,900 

.76 

r's 

.86 

3.71 

.80 

1.74 

18,500 

.64 

3     H 

.84 

3.51 

.80 

1.63 

17,300 

.64 

.82 

3.29 

.81 

1.51 

16,100 

.64 

;ft 

.80 

3.06 

.82 

1.39 

14,800 

.64 

X 

.77 

2.83 

.82 

1.27 

13,500 

.65 

,  A 

5x3 

.75 

2.58 

.83 

1.15 

12,200 

.65 

.73 

2.32 

.84 

1.02 

10,900 

.65 

'  A 

.70 

2.04 

.84 

.89 

9,480 

.65 

X 

.68 

1.75 

.85 

.75 

8,040 

.66 

A 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000 

Ibs.  per  square  inch. 

176                      BETHLEHEM    STEEL    COMPANY. 

k                                               PROPERTIES  OF 

ANGLES    WITH    UNEQUAL    LEGS 

(CONTINUED). 

NEUTRAL  AXIS  THROUGH  CENTER  OP  GRAVITY 

Area 

PARALLEL  TO  SHORTER  FLANGE. 

Section 
Number. 

Size 
of 

Angle, 
Inches. 

Thick- 
ness, 
Inches. 

Weight 
per 
Foot, 
Lbs. 

of 

Section, 
Square 
Inches. 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength, 

X 

1 

r 

S 

c 

X 

17.3 

5.06 

1.34 

7.32 

1.20 

2.75 

29,400 

\\ 

16.0 

4.68 

1.32 

6.86 

1.21 

2.56 

27,300 

H 

14.7 

4.30 

1.29 

6.37 

1.22 

2.35 

25,100 

A44 

4x3J 

fi, 

'/2 

13.3 
11.9 

3.90 
3.50 

1.27 
1.25 

5.86 
5.32 

1.23 
1.23 

2.15 
1.93 

22,900 
20,600 

A 

10.6 

3.09 

1.23 

4.76 

1.24 

1.72 

18,300 

X 

9.1 

2.67 

1.21 

4.18 

1.25 

1.50 

16,000 

A 

7.7 

2.25 

1.18 

3.56 

1.26 

1.26 

13,500 

X 

16.0 

4.69 

1.42 

6.93 

1.22 

2.68 

28,600 

H 

14.8 

4.34 

1.39 

6.49 

1.22 

2.49 

26,600 

# 

13.6 

3.98 

1.37 

6.03 

1.23 

2.30 

24,500 

A43 

4x3 

*» 

12.4 
11.1 

3.62 
3.25 

1.35 
1.33 

5.55 
5.05 

1.24 
1.25 

2.09 
1.89 

22,300 
20,100 

ft 

9.8 

2.87 

1.30 

4.52 

1.25 

1.68 

17,900 

H 

8.5 

2.48 

1.28 

3.96 

1.26 

1.46 

15,600 

ft 

7.2 

2.09 

1.26 

3.38 

1.27 

1.23 

13,200 

X 

14.7 

4.31 

1.21 

4.70 

.04 

2.05 

21,900 

tt 

13.6 

4.00 

1.19 

4.41 

.05 

1.91 

20,400 

H 

12.6 

3.67 

1.17 

4.11 

.06 

1.76 

18,800 

A38 

3Jx3 

T9* 
K 

11.4 
10.2 

3.34 
3.00 

1.15 
1.13 

3.79 
3.45 

.07 
.07 

1.61 
1.45 

17,200 
15,500 

ft 

9.1 

2.65 

1.10 

3.10 

.08 

1.29 

13,800 

* 

7.9 

2.30 

1.08 

2.72 

.09 

1.13 

12,000 

ft 

6.6 

1.93 

1.06 

2.33 

1.10 

.96 

10,200 

X 

11.5 

3.36 

1.25 

3.85 

1.07 

1.71 

18,240 

A 

10.4 

3.06 

1.23 

3.55 

1.08 

1.56 

16,660 

# 

9.4 

2.75 

1.20 

3.24 

1.09 

1.41 

15,060 

A37 

3Jx2J 

A 

8.3 

2.43 

1.18 

2.91 

1.09 

1.26 

13,390 

H 

7.2 

2.11 

1.16 

2.56 

1.10 

1.09 

11,660 

T5* 

6.1 

1.78 

1.14 

2.19 

1.11 

.93 

19,880 

X 

4.9 

1.44 

1.11 

1.80 

1.12 

.75 

8,040 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000 

Ibs.  per  square  inch. 

BETHLEHEM    STEEL    COMPANY.                      177 

. 

PROPERTIES  OF                                                     1 

ANGLES    WITH     UNEQUAL    LEGS         T'tjL 

(CONTINUED).                                       a4-»|   x 

NEUTRAL  AXIS  THROUGH  CENTER  OP  GRAVITY 

PARALLEL  TO  LONGER  FLANGE. 

Least 
Radius  of 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
tt 

Section 
Modulus. 

Coefficient 
of 
Strength. 

Gyration, 
Neutral 
Axis 
Diagonal. 

Thickness, 
Inches. 

Size 
of 
ingle, 
Inches. 

X' 

i' 

r' 

S' 

C' 

r" 

1.09 

5.18 

1.01 

2.15 

22,900 

.72 

# 

1.07 

4.86 

1.02 

2.00 

21,300 

.72 

H 

1.04 

4.52 

1.03 

1.84 

19,600 

.72 

# 

1.02 
1.00 

4.17 
3.79 

1.03 
1.04 

1.68 
1.52 

17,900 
16,200 

.72 
.72 

i* 

4x3^ 

.98 

3.40 

1.05 

1.35 

14,400 

.72 

A 

.96 

2.99 

1.06        1.18 

12,600 

.73 

H 

.93 

2.59 

1.07        1.01 

10,800 

.73 

A 

.92 

3.28 

.84 

1.57 

16,800 

.64 

K 

.89 

3.08 

.84 

1.46 

15,600 

.64 

H 

.87 

2.87 

.85 

1.35 

14,400 

.64 

ft 

.85 

2.66 

.86 

1.23 

13,160 

.64 

A 

4x3 

.83 

2.42 

.86 

1.12 

11,900 

.64 

ft 

.80 

2.18 

.87 

.99 

10,580 

.64 

A 

.78 

1.92 

.88 

.87 

9,240 

.64 

H 

.76 

1.65 

.89 

.74 

7,840 

.65 

A 

.96 

3.15 

.85 

1.54 

16,460 

.62 

X 

.94 

2.96 

.86 

1.44 

15,320 

.62 

H 

.92 

2.76 

.87 

1.33 

14,140 

.62 

ft 

.90 

.88 

2.55 
2.33 

.87 
.88 

1.21 
1.10 

12,920 
11,690 

.62 
.62 

*y, 

3^x3 

.85 

2.09 

.89 

.98 

10,400 

.62 

A 

.83 

1.85 

.90 

.85 

9,080 

.62 

H 

.81 

1.58           .90 

.72 

7,700 

.63 

A 

.75 

1.61 

.69 

.92 

9,780 

.53 

* 

.73 

1.49 

.70 

.84 

8,960 

.53 

A 

.70 

1.36 

.70 

.76 

8,100 

.53 

ft 

.68 

1.23 

.71 

.68 

7,220 

.54 

A 

3^x2^ 

.66 

1.09 

.72 

.59 

6,320 

.54 

*t 

.64 

.94 

.73 

.50 

5,380 

.54 

A 

.61 

.78 

.74 

.41 

4,400 

.54 

# 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000 

Ibs.  per  square  inch. 

178                     BETHLEHEM    STEEL    COMPANY. 

v 

k                                              PROPERTIES    OF 

ANGLES   WITH    UNEQUAL    LEGS 

«4-»!   x                                      (CONTINUED). 

NEUTRAL  AXIS  THROUGH  CENTER  OF  GRAVITY 
PARALLEL  TO  SHORTER  FLANGE. 

Section 
Number. 

Size 
of 

Inches. 

Thick- 
ness, 
Inches. 

Weight 
per 
Foot, 
Lbs. 

Area 
of 

Section, 
Square 
Inches. 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength. 

X 

1 

r 

S 

C 

A 

9.5 

2.78 

1.02 

2.28 

.91 

1.15 

12,280 

% 

8.5 

2.50 

1.00 

2.08 

.91 

1.04 

11,120 

A33 

3x2J 

A 

7.6 

2.22 

.98 

1.88 

.92 

.93 

9,900 

*A 

6.6 

1.92 

.96 

1.66 

.93 

.81 

8,640 

T5* 

5.6 

1.62 

.93 

1.42 

,  .94 

.69 

7,340 

X 

4.5 

1.31 

.91 

1.17 

.95 

.56 

5,980 

% 

7.7 

2.25 

1.08 

1.92 

.92 

1.00 

10,700 

A 

6.8 

2.00 

1.06 

1.73 

.93 

.89 

9,540 

A32 

3x2 

X 

5.9 

1.73 

1.04 

1.53 

.94 

.78 

8,340 

A 

5.0 

1.47 

1.02 

1.32 

.95 

.66 

7,080 

X 

4.1 

1.19 

.99 

1.09 

.95 

.54 

5,780 

X 

6.8 

2.00 

.88 

1.14 

.75 

.70 

7,460 

A 

6.1 

1.78 

.85 

1.03 

.76 

.62 

6,660 

* 

5.3 

1.55 

.83 

.91 

.77 

.55 

5,840 

A27 

2Jx2 

T56 

4.5 

1.31 

.81 

.79 

.78 

.47 

4,980 

# 

3.7 

1.06 

.79 

.65 

.78 

.38 

4,060 

A 

2.8 

.81 

.76 

.51 

.79 

.29 

3,120 

A 

5.3 

1.56 

.94 

.92 

.77 

.59 

6,320 

# 

4.7 

1.36 

.92 

.82 

.78 

.52 

5,540 

A26 

2JxlJ 

A 

4.0 

1.16 

.90 

.71 

.79 

.44 

4,740 

X 

3.2 

.94 

.88 

.59 

.79 

.36 

3,880 

A 

2.5 

.72 

.85 

.46 

.80 

.28 

2,980 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibs. 
per  square  inch. 

BETHLEHEM    STEEL    COMPANY.                      179 

PROPERTIES   OF 

ANGLES   WITH    UNEQUAL   LEGS         T'tJL 

(CONTINUED).                                      a^M 

NEUTRAL  AXIS  THROUGH  CENTER  OF  GRAVITY  PARALLEL 

TO  LONGER  FLANGE. 

Least 

Radius 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Section 
Modulus. 

Coefficient 
of 
Strength, 

of 
Gyration, 
Neutral 
Axis 
Diagonal 

Thickness, 
Inches. 

Size 
of 

Angle, 
Inches. 

x' 

1' 

r' 

S' 

C' 

r" 

.77 

1.42 

.72 

.82 

8,760 

.52 

ft 

.75 

1.30 

.72 

.74 

7,940 

.52 

y* 

.73 

.71 

1.18 
1.04 

.73 

.74 

.66 
.58 

7,080 
6,200 

.52 
.52 

ft 

H 

3x2J 

.68 

0.90 

.74 

.49 

5,280 

.53 

ft 

.66 

0.74 

.75 

.40 

4,300 

.53 

1A 

.58 

.67 

.55 

.47 

5,060 

.43 

y2 

.56 

.61 

.55 

.42 

4,520 

.43 

ft    ' 

.54 

.54 

.56 

.37 

3,960 

.43 

H 

3x2 

.52 

.47 

.57 

.32 

3,380 

.43 

ft 

.49 

.39 

.57 

.25 

2,700 

.43 

X 

.63 

.64 

.56 

.46 

4,920 

.42 

'/* 

.60 

.58 

.57 

.41 

4,400 

.42 

ft 

.58 
.56 

.51 
.45 

.58 
.58 

.36 
.31 

3,860 
3,300 

.42 
.42 

A 

2Jx2 

.54 

.37 

.59 

.25 

2,720 

.42 

/i 

.51 

.29 

.60  - 

.20 

2,100 

.43 

A 

.44 

.24 

.40 

.23 

2,460 

.32 

ft 

.42 

.22 

.40 

.20 

2,160 

.32 

y% 

.40 

.19 

.41 

.17 

1,860 

.32 

ft 

2JxlJ 

.38 

.16 

.41 

.14 

1,520 

.32 

X 

.35 

.13 

.42 

.11 

1,180 

.33 

ft 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibs. 
per  square  inch. 

180                     BETHLEHEM    STEEL    COMPANY. 

k                                          PROPERTIES  OF 

ANGLES   WITH    EQUAL   LEGS. 

NEUTRAL  AXIS  THROUGH  CENTER  OF 
GRAVITY  PARALLEL  TO  EITHER  FLANGE. 

Least 
Radius 
of  Gy- 

Section 
Number. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness, 
Inches. 

Weight 
Lbs.' 

Area  of 
Section, 
Square 
Inches. 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Sec- 
tion 
Modu- 
lus. 

Coefficient 
of 
Strength. 

ration, 
Neutral 
Axis 
Diago- 
nal. 

X 

1 

,  r 

S 

C 

r" 

l/^ 

56.9 

16.73 

2.41 

97.97 

2.42 

17.53 

187,000 

1.55 

!TL. 

54.0 

15.87 

2.39 

93.53 

2.43 

16.67 

177,800 

1.56 

1 

51.0 

15.00 

2.37 

88.98 

2.44 

15.80 

168,500 

1.56 

7it 

48.1 

14.12 

2.34 

84.33 

2.44 

14.91 

159,100 

1.56 

45.0 

13.23 

2.32 

79.58 

2.45 

14.01 

149,500 

1.57 

A80 

8x8 

It 

42.0 

12.34 

2.30 

74.71 

2.46 

13.11 

139,800 

1.57 

iF 

38.9 

11.44 

2.28 

69.74 

2.47 

12.18 

130,000 

1.57 

H 

35.8 

10.53 

2.25 

64.64 

2.48 

11.25 

120,000 

1.58 

H 

32.7 

9.61 

2.23 

59.42 

2.49 

10.30 

109,900 

1.58 

A 

29.6 

8.68 

2.21 

54.09 

2.50 

9.34 

99,600 

1.58 

K 

26.4 

7.75 

2.19 

48.63 

2.50 

8.37 

89,300 

1.58 

i 

37.4 

11.00 

1.86 

35.46 

1.80 

8.57 

91,400 

1.16 

H 

35.3 

10.37 

1.84 

33.72 

1.80 

8.11 

86,500 

1.16 

7A 

33.1 

9.74 

1.82 

31.92 

1.81 

7.64 

81,400 

1.17 

it 

31.0 

9.09 

1.80 

30.06 

1.82 

7.15 

76,300 

1.17 

* 

28.7 

8.44 

1.78 

28.15 

1.83 

6.66 

71,100 

1.17 

A60 

6x6 

H 

26.5 

7.78 

1.75 

26.19 

1.83 

6.17 

65,800 

1.17 

H 

24.2 

7.11 

1.73 

24.16 

1.84 

5.66 

60,300 

1.18 

A 

21.9 

6.43 

1.71 

22.07 

1.85 

5.14 

54,800 

1.18 

# 

19.6 

5.75 

1.68 

19.91 

1.86 

4.61 

49,200 

1.18 

A 

17.2 

5.06 

1.66 

17.68 

1.87 

4.07 

43,400 

1.19 

tf 

14.9 

4.36 

1.64 

15.39 

1.88 

3.53 

37,600 

1.19 

l 

30.6 

9.00 

1.61 

19.64 

1.48 

5.80 

61,800 

.96 

It 

28.9 

8.50 

1.59 

18.74 

1.48 

5.49 

58,600 

.96 

^ 

27.2 

7.99 

1.57 

17.75 

1.49 

5.17 

55,100 

.96 

it 

25.4 

7.46 

1.55 

16.77 

1.50 

4.85 

51,700 

.97 

JT 

23.6 

6.94 

1.52 

15.74 

1.51 

4.53 

48,300 

.97 

A50 

5x5 

H 

21.8 

6.42 

1.50 

14.68 

1.51 

4.20 

44,800 

.97 

# 

20.0 

5.86 

1.48 

13.58 

1.52 

3.86 

41,100 

.97 

.A 

18.1 

5.31 

1.46 

12.44 

1.53 

3.51 

37,400 

.98 

16.2 

4.75 

1.43 

11.25 

1.54 

3.15 

33,600 

.98 

'A 

14.3 

4.18 

1.41 

10.02 

1.55 

2.79 

29,800 

.98 

rf 

12.3 

3.61 

1.39 

8.74 

1.56 

2.42 

25,800 

.99 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibs. 

per  square  inch. 

BETHLEHEM    STEEL    COMPANY. 

181 

PROPERTIES  OF                                               x 

ANGLES   WITH    EQUAL    LEGS           £~ 

(CONTINUED). 

Wfffty«fo<^ 

«N 

NEUTRAL  AXIS  THROUGH  CENTER  OF 

Least 
Radius 

GRAVITY  PARALLEL  TO  EITHER  FLANGB. 

of  Gy- 

Section 
Number. 

Size 
of 
Anele, 
Inches. 

Thick- 
ness, 
Inches. 

Weight 

Foot, 
Lbs. 

Area  of  I  Center  of 
Section,   Gravity 
Square  from  Back 
Inches,  of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Sec- 
tion 
Modu- 
lus. 

Coefficient 
of 
Strength. 

ration, 
Neutral 
Axis 

X 

1 

r 

S 

c 

r" 

it 

19.9 

5.84 

1.29 

8.14 

1.18 

3.01 

32,100 

.77 

* 

18.5 

5.44 

1.27 

7.67 

1.19 

2.81 

30,000 

.77 

17.1 

5.03 

1.25 

7.17 

1.19 

2.61 

27,800 

.77 

% 

15.7 

4.61 

1.23 

6.66 

.20 

2.40 

25,600 

.77 

A40 

4x4 

ft 

14.3 

4.18 

1.21 

6.12 

.21 

2.19 

23,400 

.78 

% 

12.8 

3.75 

1.18 

5.56 

.22 

1.97 

21,100 

.78 

A 

11.3 

3.31 

1.16 

4.97 

.23 

1.75 

18,700 

.78 

y* 

9.8 

2.86 

1.14 

4.36 

.23 

1.52 

16,200 

.79 

A 

8.2 

2.40 

1.12 

3.71 

1.24 

1.29 

13,700 

.79 

tt 

17.1 

5.03 

1.17 

5.25 

1.02 

2.25 

24,000 

.67 

16.0 

4.69 

1.15 

4.96 

1.03 

2.11 

22,500 

.67 

U 

14.8 

4.34 

1.12 

4.65 

1.04 

1.96 

20,900 

.67 

13.6 

3.98 

1.10 

4.33 

1.04 

1.81 

19,300 

.67 

A35 

3^x3^ 

« 

12.4 

3.62 

1.08 

3.99 

1.05 

1.65 

17,600 

.68 

y* 

11.1 

3.25 

1.06 

3.64 

1.06 

1.49 

15,900 

.68 

A 

9.8 

2.87 

1.04 

3.26 

1.07 

1.32 

14,100 

.68 

8.5 

2.48 

1.01 

2.87 

1.07 

1.15 

12,300 

.69 

T5f8 

7.2 

2.09 

.99 

2.45 

1.08 

.98 

10,400 

.69 

H 

11.5 

3.36 

.98 

2.62 

.88 

1.30 

13,860 

.57 

A 

10.4 

3.06 

.95 

2.43 

.89 

1.19 

12,680 

.58 

9.4 

2.75 

.93 

2.22 

.90 

1.07 

11,440 

.58 

A30 

3x3 

TV2 

8.3 

2.43 

.91 

1.99 

.91 

.95 

10,180 

.58 

7.2 

2.11 

.89 

1.76 

.91 

.83 

8,880 

.58 

A 

6.1 

1.78 

.87 

1.51 

.92 

.71 

7,540 

.59 

4.9 

1.44 

.84 

1.24 

.93 

.58 

6,160 

.59 

'A 

7.7 

2.25 

.81 

1.23 

.74 

.73 

7,780 

.47 

A 

6.8 

2.00 

.78 

1.11 

.74 

.65 

6,900 

.48 

A25    2^x2^  3A' 

5.9 

1.73 

.76 

.98 

.75 

.57 

6,040 

.48 

155 

5.0 

1.47 

.74 

.85 

.76 

.48 

5,140 

.49 

I/ 

4.1 

1.19 

.72 

.70 

.77 

.40 

4,240 

.49 

T3^ 

3.1 

.90 

.69 

.55 

.78 

.30 

3,220 

.49 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibs. 

per  square  inch. 

182                      BETHLEHEM    STEEL    COMPANY. 

k                                          PROPERTIES  OF 

ANGLES   WITH    EQUAL    LEGS 

(CONTINUED). 

rx  i 

Section 
Number. 

Size 

of 
Angle, 
Inches. 

Thick- 
ness, 
Inches. 

Weight 
per 
Foot, 
Lbs. 

Area  of 
Section, 
Square 
Inches. 

NEUTRAL  AXIS  THROUGH  CENTER  OF 
GRAVITY  PARALLEL  TO  EITHER  FLANGE 

Least 
Radius 
of  Gy- 
ration, 
Neutral 
Axis 
Diago- 
nal. 

Center  of 
Gravity 
from  Back 
of  Flange, 
Inches. 

Moment 
of 
Inertia. 

Radius 
of 
Gyration, 
Inches. 

Section 
Modu- 
lus. 

Coefficient 
of 
Strength. 

X 

1 

•    r 

s 

c 

r" 

/2 

6.8 

2.00 

.74 

.87 

.66 

.58 

6,180 

.43 

A 

6.1 

1.78 

.72 

.79 

.67 

.52 

5,500 

.43 

A22 

2#*2# 

H 
ft 

5.3 
4.5 

1.55 
1.31 

.70 

.68 

.70 
.61 

.67 
.68 

.45 
.39 

4,820 
4,120 

.43 

.44 

X 

3.7 

1.06 

.66 

.51 

.69 

.32 

3,380 

.44 

A 

2.8 

.81 

.63 

.39 

.70 

.24 

2,600 

.44 

ft 

5.3 

1.56 

.66 

.54 

.59 

.40 

4,260 

.39 

H 

4.7 

1.36 

.64 

.48 

.59 

.35 

3,740 

.39 

A20 

2x2 

T56 

4.0 

1.15 

.61 

.42 

.60 

.30 

3,200 

.39 

X 

3.2 

.94 

.59 

.35 

.61 

.25 

2,640 

.39 

136 

2.5 

.72 

.57 

.28 

.62 

.19 

2,040 

.40 

ft 

4.6 

1.34 

.59 

.35 

.51 

.30 

3,200 

.33 

^8 

4.0 

1.17 

.57 

.31 

.51 

.26 

2,800 

.34 

A17 

1#*1# 

T5* 

3.4 

1.00 

.55 

.27 

.52 

.23 

2,400 

.34 

X 

2.8 

.81 

.53 

.23 

.53 

.19 

1,980 

.34 

ft 

2.2 

.62 

.51 

.18 

.54 

.14 

1,520 

.35 

H 

3.4 

.99 

.51 

.19 

.44 

.189 

2,020 

.29 

A 

2.9 

.84 

.49 

.16 

.44 

.162 

1,730 

.29 

A15 

l#xl# 

X 

2.4 

.69 

.47 

.14 

.45 

.134 

1,430 

.29 

ft 

1.8 

.53 

.44 

.11 

.46 

.104 

1,110 

.29 

.  X 

1.3 

.36 

.42 

.08 

.46 

.071 

760 

.30 

The  coefficients  of  strength  are  calculated  for  a  fiber  stress  of  16,000  Ibs. 
per  square  inch. 

BETHLEHEM    STEEL    COMPANY.                      183 

DIMENSIONS  AND  PROPERTIES  OF 

AMERICAN 

STANDARD  1 

=JAIL  SECTIONS. 

: 

' 

L. 

«JL^  ; 

Section 
Number. 

Weight 
per  Yard 
in 
Pounds. 

Area  in 
Square 
Inches. 

Width  of 
Base  and 
Height 
in  Inches. 

Thick- 
ness of 
Web 
in 

Inches. 

Width 
of  Head 
in 
Inches. 

Height  of 
Center  of 
Gravity 
above 
Base  in 
Inches. 

Y 

HIS  XX. 

Moment 
of  Inertia. 

1 

Section 
Modulus. 

S 

Radius  of 
Gyration. 

r 

R100 

100 

9.8 

6^ 

$': 

2^ 

2.8 

43.8 

14.6 

2.13 

R95 

95 

9.3 

Si9* 

A 

2H 

2.7 

38.6 

13.3 

2.06 

R90 

90 

8.8 

5^ 

A 

2^ 

2.5 

34.0 

12.0 

1.97 

E85 

85 

8.3 

5& 

T\ 

2T9^ 

2.5 

30.0 

11.0 

1.90 

R80 

80 

7.8 

5 

tt 

2X 

2.4 

26.2 

10.0 

1.83 

R75 

75 

7.4 

4U 

H 

2if 

2.4 

22.9 

9.3 

1.78 

R70 

70 

6.9 

4# 

If 

2A 

2.2 

19.6 

8.2 

1.70 

R65 

65 

6.4 

«ft 

# 

m 

2.2 

16.9 

7.4 

1.63 

R60 

60 

5.9 

4X 

li 

2>i 

2.1 

14.5 

6.7 

1.58 

* 

55 

5.4 

4& 

If 

2X 

2.0 

11.9 

5.8 

1.49 

* 

50 

4.9 

3# 

A 

2>g 

1.9 

9.8 

4.9 

1.42 

* 

45 

4.4 

3H 

H 

2 

1.8 

8.0 

4.2 

1.35 

ft 

40 

3.9 

W 

if 

IK 

1.7 

6.6 

3.6 

1.30 

i 

35 

3.4 

3X 

If 

1^ 

1.6 

4.8 

2.8 

1.19 

* 

30 

3.0 

3 

tt 

IX 

1.4 

3.5 

2.3 

1.11 

* 

25 

2.5 

2^" 

if 

1/2 

1.3 

2.4 

1.7 

.99 

# 

20 

2.0 

2X 

H 

iy*     1.2 

1.7 

1.3 

.92 

*  Rails  lighter  than  60  Ibs.  per  yard  are  not  rolled  by  Bethlehem  Steel  Co. 

184  BETHLEHEM    STEEL    COMPANY. 

EXPLANATION     OF    TABLES 

OF     SAFE    UNIFORMLY     DISTRIBUTED     LOADS     FOR 
STANDARD     X    BEAMS,  CHANNELS    AND    ANGLES. 

The  tables  on  the  following  pages  give  the  safe  uniformly 
distributed  loads,  in  tons  of  2000  Ibs.,  for  standard  I  beams, 
channels  and  angles,  based  upon  the  usual  maximum  fiber 
stress  of  16,000  Ibs.  per  square  inch. 

The  loads  given  in  these  tables  include  the  weights  of  the 
shapes  themselves  and  which  must  be  deducted  from  the 
tabular  loads  given  in  order  to  obtain  the  net  superimposed 
loads  which  the  sections  will  support. 

For  standard  I  beams  the  safe  loads  are  given  only  for  the 
minimum  weight  of  each  section.  Safe  loads  for  the  heavier 
weights  of  each  section  can  be  obtained  by  using  the 
separate  column  of  corrections,  given  in  the  tables  for  each 
depth  of  beam,  which  shows  the  increase  of  safe  load  for 
each  pound  increase  in  weight  per  foot  of  the  beam. 

The  safe  loads  for  channels  are  tabulated  only  for  the 
minimum  weight  of  each  section.  A  separate  column  of 
corrections,  given  in  the  tables  for  each  depth  of  channel, 
shows  the  increase  of  safe  load  for  each  pound  per  foot 
increase  in  the  weight  of  the  channel,  by  means  of  which  the 
safe  loads  for  the  heavier  weights  of  channels  may  be 
obtained. 

It  is  assumed  in  these  tables  of  safe  loads  that  the  com- 
pression flanges  of  the  beams  and  channels  are  secured 
against  yielding  sideways.  They  should  be  held  in  position 
laterally  by  tie  rods,  or  other  means,  at  intervals  not  exceed- 
ing twenty  times  the  width  of  the  flange,  otherwise  the 
allowable  safe  loads  must  be  reduced  in  the  proportion  given 
by  the  table  at  the  bottom  of  page  76.  Standard  beams, 
because  of  their  narrow  flanges,  are  deficient  in  lateral  stiff- 
ness as  compared  with  the  wide  flange  Bethlehem  special  I 
beams. 

The  tables  of  safe  loads  for  standard  I  beams  given  on 
pages  187-189  are  calculated  on  the  same  basis  as  the  similar 
tables  of  safe  .loads  for  Bethlehem  special  I  beams  which  are 


BETHLEHEM    STEEL    COMPANY.  185 

given  on  pages  82-86.  By  comparing  these  tables  the 
equality  in  strength  of  the  two  types  of  sections  is  clearly 
shown,  as  is  also  the  economy  of  weight  in  favor  of  the 
Bethlehem  special  beam  sections. 

When  beams  and  channels  are  used  on  shorter  spans  than 
are  given  in  the  tables  of  safe  loads,  their  greatest  safe  load 
may  be  limited  by  the  safe  shearing  strength  of  the  webs. 
Tables  on  pages  192  and  193  give  the  maximum  safe  shear 
for  the  webs  of  standard  beams  and  channels,  calculated  by 
the  usual  formula  for  the  safe  crippling  strength  of  webs. 
These  tables  also  give  the  corresponding  minimum  spans  on 
which  the  beams  and  channels  can  be  used  for  their  full  safe 
uniformly  distributed  loads. 

The  deflection  of  the  beams  and  channels  produced  by 
the  uniformly  distributed  loads  given  in  the  tables  is  found  by 
the  formula, 

Deflection,  in  inches=0. 01655  L2-+-d, 

where  L  =  length  of  span  in  feet,  and  d=  depth  of  beam  or 
channel  in  inches.  As  the  deflection  is  proportional  to  the 
load,  it  can  be  found  for  any  other  intensity  of  loading  by 
proportion. 

The  usual  allowable  deflection  of  j^  of  the  distance 
between  supports  is  not  exceeded  under  the  loads  given  in 
the  tables,  unless  the  span  is  greater  than  24  times  the  depth 
of  the  beam  or  channel.  This  limit  of  span  is  indicated  in 
the  tables  of  safe  loads  for  beams  and  channels  by  dotted 
cross  lines.  If  used  on  longer  spans  and  the  deflection  is  a 
governing  consideration,  the  loads  given  in  the  tables  must 
be  reduced  in  the  manner  explained  on  page  77. 

Channels  laid  flat  are  sometimes  used  on  short  spans  as 
lintels  for  supporting  walls  over  door  and  window  openings, 
for  which  purpose  they  are  desirable  when  of  sufficient 
strength  as  they  furnish  a  flat  soffit.  The  table  on  page  194 
gives  the  safe  uniformly  distributed  loads  on  channels  when 
laid  flat,  or  with  the  web  horizontal.  This  table  furnishes  a 
convenient  means  of  selecting  channels  for  lintels,  or  for 
other  purposes  where  the  load  is  similarly  applied.  Loads 
given  in  this  table  to  the  right  of  the  zigzag  line  produce 


186  BETHLEHEM    STEEL    COMPANY. 

deflections  exceeding  the  usual  limit  of  ?fa  of  the  span.  The 
deflections  of  channels  when  used  in  this  manner,  under  the 
safe  uniformly  distributed  loads  given  in  the  table,  may  be 
found  from  the  following  formula,  in  which, 

L  =  length  of  span,  in  feet. 

D  =  deflection,  in  inches,  of  channel  under  tabular  load. 
b  =  width  of  flange  of  channel,  in  inches. 
x  =  distance,  in  inches,  from  back  of  channel  to  neutral 
axis. 


_ 

~    *  (b-x) 

The  distance  x  is  given  in  the  table  of  the  properties  of 
channels. 

Safe  loads  for  the  minimum  and  maximum  weights  of 
angles  of  each  size  are  given  in  the  tables  on  pages  195-197. 
If  the  safe  loads  for  intermediate  weights  of  angles  are 
desired,  they  can  be  obtained  from  the  coefficients  of  strength 
given  in  the  tables  of  properties  of  angles  for  all  thicknesses. 
The  deflection  of  angles  under  their  safe  uniformly  distrib- 
uted loads  for  a  maximum  fiber  stress  of  16,000  Ibs.  per 
square  inch  can  be  found  in  the  following  manner  : 

D  or  D'  =  deflection,  in  inches,  in  direction  of  long  or 

short  legs,  respectively. 
b  or    b'  =  length,   in  inches,   of   long  or  short  leg  of 

angle. 
x  or  x'  =  distance,  in  inches,  in    direction  of  long  or 

short  leg  from  back  of  angle  to  neutral  axis. 
L  =  length  of  span,  in  feet. 
_u  0.01655L2  0.01655L2 

Then>    D=-  and  D 


The  distances  x  and  x'  are  given  in  the  tables  of  proper- 
ties of  angles. 

The  safe  load  concentrated  at  the  center  of  the  span  for 
any  shape  is  one-half  the  safe  uniformly  distributed  load  and 
produces  a  deflection  T8^  of  that  for  the  latter. 


BETHLEHEM    STEEL    COMPANY.                      187 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN   STANDARD  X    BEAMS, 

IN  TONS  OF  2000  LBS. 

Beams  being  secured  against  yielding  sideways. 

24"! 

Add           20"  X 

Add 
for 

18"! 

Add                        1="T 

for                    15    Z 

Add 
for 

each, 

each1 

each 

each 

in       T9A 

Feet. 

Lb. 
Inc. 

I  20a 

1  20 

Lb 
Inc. 

Z18 

115  a 

Z15 

Lb. 
Inc. 

80  Lbs. 

in 
wgt-    80  Lbs.      65  Lbs. 

in 
fft, 

55  Lbs. 

in   j 
Vgt,    80  Lbs. 

60  Lbs. 

42  Lbs. 

in 
Vgt. 

12 

77.33 

53 

65.18 

51.98 

.44 

39.29 

.39 

47.14 

36.09 

26.18 

.33 

13 

71.38 

48 

60.16 

47.98 

.40 

36.27 

.36 

43.51 

33.31 

24.17 

.30 

14 

66.28 

45 

55.87 

44.56 

.37 

33.68 

.34 

40.40 

30.93 

22.44 

.28 

15 

61.86 

42 

52.14 

41.59 

.35 

31.43 

.31 

37.71 

28.87 

20.94 

.26 

16 

58.00 

39 

48.88 

38.99 

.33 

29.47 

.29 

35.35 

27.07 

19.63 

.24 

17 

54.58 

37 

46.01 

36.69 

.31 

27.74 

.28 

33.27 

25.47 

18.48 

.23 

18 

51.56 

35 

43.45 

34.66 

.29 

26.19 

.26 

31.42 

24.06 

17.45 

.22 

19 

48.84 

33 

41.17 

32.83 

28 

24.82 

.25 

29.77 

22.79 

16.53 

.21 

20 

46.40 

32 

39.11 

31.19 

26 

23.58 

.24 

28.28 

21.65 

15.71 

.20 

21 

44.19 

30 

37.24 

29.70 

.25 

22.45 

.22 

26.94 

20.62 

14.96 

.19 

22 

42.18 

29 

35.55 

28.35 

.24 

21.43 

.21 

25.71 

19.68 

14.28 

.18 

23 

40.35 

27 

34.01 

27.12 

.23 

20.50 

.20 

24.59 

18.83 

13.66 

.17 

24 

38.67 

26 

32.59 

25.99 

.22 

19.65 

.20 

23.57 

18.04 

13.09 

.16 

25 

37.12 

.25 

31.29 

24.95 

.21 

18.86 

.19 

22.63 

17.32 

12.57 

.16 

26 

35.69 

24 

30.08 

23.99 

.20 

18.14 

.18 

21.76 

16.66 

12.08 

.15 

27 

34.37 

.23 

28.97 

23.10 

.19 

17.46 

.17 

20.95 

16.04 

11.64 

.14 

28 

33.14 

.23 

27.93 

22.28 

.19 

16.84 

.17 

20.20 

15.47 

11.22 

.14 

29 

32.00 

.22 

26.97 

21.51 

.18 

16.26 

.16 

19.51 

14.93 

10.83 

.13 

30 

30.93 

.21 

26.07 

20.79 

.17 

15.72 

.16 

18.86 

14.43 

10.47 

.13 

31 

29.94 

.20 

25.23 

20.12 

.17 

15.21 

.15 

18.25 

13.97 

10.13 

.13 

32 

29.00 

.20 

24.44 

19.49 

.16 

14.73 

.15 

17.68 

13.53 

9.82 

.12 

33 

28.12 

.19 

23.70 

18.90 

.16 

14.29 

.14 

17.14 

13.12 

9.52 

.12 

34 

27.29 

.19 

23.00 

18.35 

.15 

13.87 

.14 

16.64 

12.74 

9.24 

.11 

35 

26.51 

.18 

22.35 

17.82 

.15 

13.47 

.13 

16.16 

12.37 

8.98 

.11 

36 

25.78 

.18 

21.73 

17.33 

.15 

13.10 

.13 

15.71 

12.03 

8.73 

.11 

37 

25.08 

.17 

21.14 

16.86 

.14 

12.74 

.13 

15.29 

11.70 

8.49 

.11 

38 

24.42 

.17 

20.59 

16.41 

.14 

12.41 

.12 

14.89 

11.40 

8.27 

.10 

39 

23.79 

.16 

20.06 

16.00 

.13 

12.09 

.12 

14.50 

11.10 

8.06 

.10 

40 

23.20 

.16 

19.55 

15.60 

.13 

11.79 

.12 

14.14 

10.83 

7.85 

.10 

i 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 

Ibs.  per  square  inch. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  ^v  of 

the  span. 

188                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN  STANDARD   X  BEAMS, 

IN  TONS  OF  2000  LBS. 

Beams  being  secured  against  yielding  sideways. 

12"!                     Add          10"! 

Add 

9"  I         Add 

Span, 

for  each 

for  each 

for  each 

LD. 

Lb. 

>     Lb. 

Fe^t. 

Z12  a 

Z12 

Increase 

Z1O 

Increase 

I  9          Increase 

in 

in 

!      in 

40  Lbs. 

31.5  Lbs. 

Weight. 

25  Lbs. 

Weight. 

21  Lbs          Velght' 

10 

23.91 

19.19 

.31 

13.03 

.26 

10.07 

.24 

11 

21.73 

17.44 

.29 

11.84 

.24 

9.15 

.22 

12 

19.92 

15.99 

.26 

10.85 

.22 

8.39 

•20 

13 

18.39 

14.76 

.24 

10.02 

.20 

7.74 

.18 

14 

17.08 

13.70 

.23 

9.30 

.19 

7.19 

.17 

15 

15.94 

12.79 

.21 

8.68 

.17 

6.71 

.16 

16 

14.94 

11.99 

.20 

8.14 

.16 

6.29 

.15 

17 

14.06 

11.29 

.19 

7.66 

.15 

5.92 

.14 

18 

13.28 

10.66 

.18 

7.24 

.14 

5.59 

.13 

19 

12.58 

10.10 

.17 

6.86 

.14 

5.30 

.12 

20 

11.95 

9.59 

.16 

6.51 

.13 

5.03 

.12 

21 

11.38 

9.14 

.15 

6.20 

.12 

4.79 

.11 

22 

10.87 

8.72 

.14 

5.92 

.12 

4.58 

.11 

23 

10.39 

8.34     |    .14 

5.66 

.11 

4.38 

.10 

24 

9.96 

7.99     !    .13 

5.43 

.11 

4.19 

.10 

25 

9.56 

7.67     !    .13 

5.21 

.10 

4.03 

.09 

26 

9.19 

7.38 

.12 

5.01 

.10 

3.87 

.09 

27 

8.85 

7.11 

.12 

4.82 

.10 

3.73 

.09 

28 

8.54 

6.85 

.11 

4.65 

.09 

3.59 

.08 

29 

8.24 

6.62 

.11 

4.49 

.09 

3.47 

.08 

30 

7.97 

6.40 

.11 

4.34 

.09 

3.36 

.08 

31 

7.71 

6.19 

.10 

4.20 

.08 

32 

7.47 

6.00 

.10 

4.07 

.08 

33 

7.24 

5-81 

.10 

3.95 

•08 

34 

7.03 

5.64 

.09 

3.83 

.08 

35 

6.83 

5.48 

.09 

3.72 

.07 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  3£,0  of 

the  span. 

BETHLEHEM    STEEL    COMPANY.                      189 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN   STANDARD   X  BEAMS, 

IN  TONS  OF  2000  LBS. 

Beams  being  secured  against  yielding  sideways. 

Span, 
in 
Feet. 

e"x 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

7"X 

Add 

for  each 
Lb,  In- 
crease 
in 
Weight. 

6"  X 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

5"X 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

4"X 

Add 

for  each 
Lb.  In- 
crease 
in 
Weight. 

18 

17 

16 

15 

Z4 

18  Lbs. 

15  Lbs. 

12.25  Lbs. 

9.75  Lbs. 

7.5  Lbs. 

5 

15.17 

.42 

11.04 

.36 

7.75 

.31 

5.16 

.26 

3.18 

.21 

6 

12.64 

.35 

9.20 

.30 

6.46 

.26 

4.30 

.22 

2.65 

.18 

7 

10.84 

.30 

7.89 

.26 

5.54 

.22 

3.69 

.19 

2.27 

.15 

8 
9 

9.48 
8.43 

.26 
.23 

6.90 
6.13 

.23 

.20 

4.84 
4.31 

.19 
.17 

3.23 

2.87 

.16 
.14 

1.99 

.13 
.12 

1.77 

10 
11 

7.59 
6.90 

.21 
.19 

5.52 
5.02 

.18 
.16 

3.88 
3.52 

.16 

.14 

258 

.13 
.12 

1.59 
1.45 

.11 
.10 

2.35 

12 
13 

6.32 
5.83 

.18 
.16 

4.60 
4.25 

.15 
.14 

3.23 

.13 
.12 

2.15 

1.98 

.11 
.10 

1.33 
1.22 

.09 
.08 

2.98 

14 
15 

5.42 
5.06 

.15 
.14 

3.94 

.13 
.12 

2.77 
2.58 

.11 
.10 

1.84 
1.72 

.09 
.09 

3.68 

16 
17 

4.74 

.13 

.12 

3.45 
3.25 

.11 
.11 

2.42 

2.28 

.10 
.09 

1.61 
1.52 

.08 
.08 

4.46 

18 

4.21 

.12 

3.07 

.10 

2.15 

.09 

19 

3.99 

.11 

2.91 

.09 

2.04 

.08 

20 

3.79 

.11 

2.76 

.09 

1.94 

.08 

21 

3.61 

.10 

2.63 

.09 

1.85 

.07 

Safe  loads  given  include  weight  of  beam.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  3|w  of 
the  span. 

190                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN   STANDARD  CHANNELS, 

IN  TONS  OF  2000  LBS. 

Channels  being  secured  against  yielding  sideways. 

Span, 
in 
Feet. 

15"  C 

Add 

for  each 
Lb.  In- 
crease 
in 
Weight. 

12"C 

Add 
for  each 
Lb.  In- 
crease 
In 
Weight. 

10"  C 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

9"C 

Add 

for  each 
Lb.  In- 
crease 
in 
Weight. 

C15 

C12 

c  10 

C  9 

33Lbs. 

20.5  Lbs. 

15  Lbs. 

13.25  Lbs. 

10 

22.23 

.39 

11.39 

.32 

7.14 

.26 

5.61 

.24 

11 

20.20 

.35 

10.35 

.29 

6.49 

.24 

5.10 

.21 

12 

18.52 

.33 

9.49 

.26 

5.95 

.22 

4.68 

.20 

13 

17.10 

.30 

8.76 

.24 

5.49 

.20 

4.32 

.18 

14 

15.87 

.28 

8.14 

.23 

5.10 

.19 

4.01 

.17 

15 

14.82 

.26 

7.59 

.21 

4.76 

.17 

3.74 

.16 

16 

13.89 

.24 

7.12 

.20 

4.46 

.16 

3.51 

.15 

17 

13.07 

.23 

6.70 

.18 

4.20 

.15 

3.30 

.14 

18 
19 

12.35 
11.70 

.22 
.21 

6.33 
5.99 

.18 
.17 

3.96 
3.76 

.14 
.14 

3.12 

.13 

.12 

2.95 

20 
21 

11.11 
10.58 

.20 

.19 

5.70 
5.42 

.16 
.15 

3.57 

.13 

.12 

2.81 
2.67 

.12 
.11 

3.40 

22 

10.10 

.18 

5.18 

.14 

3.24 

.12 

2.55 

.11 

23 

9.66 

.17 

4.95 

.14 

3.10 

.11 

2.44 

.10 

24 
25 

9.26 

8.89 

.16 
.16 

4.75 

.13 
.13 

2.97 

2.85 

.11 
.10 

2.34 
2.24 

.10 
.09 

4.56 

26 

8.55 

.15 

4.38 

.12 

2.74 

.10 

2.16 

.09 

27 

8.23 

.14 

4.22 

.12 

2.64 

.10 

2.08 

.09 

28 

7.94 

.14 

4.07 

.11 

2.55 

.09 

2.00 

.08 

29 

7.66 

.13 

3.93 

.11 

2.46 

.09 

1.93 

.08 

30 

7.41 

.13 

3.80 

.11 

2.38 

.09 

1.87 

.08 

Safe  loads  given  include  weight  of  channel.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  g^  of 
the  span. 

BETHLEHEM    STEEL    COMPANY.                      191 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN   STANDARD  CHANNELS, 

IN  TONS  OF  2000  LBS. 

Channels  being  secured  against  yielding  sideways. 

Span, 
in 
Feet. 

a"c 

Idd 

for  each 
Lb.  In- 
crease 
in 
Weight. 

7"C 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

6"  C 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

5"C 

Add 
for  each 
Lb.  In- 
crease 
in 
Weight. 

4"C 

Add 

for  each 
Lb.  In- 
crease 
in 
Weight. 

C  8 

C  7 

C  6 

C  5 

C4 

11.25  Lbs. 

9.75  Ibs. 

8  Lbs. 

6.5  Lbs. 

5.25  Lbs. 

1 

5 

8.61 

.42 

6.68 

.36 

4.62 

.31 

3.16 

.26 

2.02 

.21 

6 

7.18 

.35 

5.57 

.30 

3.85 

.26 

2.63 

.22 

1.68 

.18 

7 

6.15 

.30 

4.77 

.26 

3.30 

.22 

2.26 

.19 

1.44 

.15 

8 
9 

5.38 
4.78 

.26 
.23 

4.18 
3.71 

.23 
.20 

2.89 
2.57 

.19 
.17 

1.98 
1.76 

.16 
.14 

1.26 

.13 
.12 

1.12 

10 
11 

4.31 
3.91 

.21 
.19 

3.34 
3.04 

.18 
.16 

2.31 
2.10 

.16 
.14 

1.58 

.13 
.12 

1.01 
.92 

.11 
.10 

1.44 

12 
13 

3.59 
3.31 

.18 
.16 

2.78 
2.57 

.15 
.14 

1.93 

.13 
.12 

1.32 
1.22 

.11 
.10 

.84 
.78 

.09 
.08 

1.78 

14 
15 

3.08 
2.87 

.15 
.14 

2.39 

.13 

.12 

1.65 
1.54 

,11 
.10 

1.13 
1.05 

.09 
.09 

.72 
.67 

.08 
.07 

2.23 

16 
17 

2.69 

.13 
.12 

2.09 
1.96 

.11 
.11 

1.44 
1.36 

.10 
.09 

.99 
.93 

.08 
.08 

2.53 

18 

2.39 

.11 

1.86 

.10 

1.28 

.09 

.88 

.07 

19 

2.27 

.11 

1.76 

.09 

1.22 

.08 

.83 

.07 

20 

2.15 

.11 

1.67 

.09 

1.16 

.08 

.79 

.07 

21 

2.05 

.10 

1.59 

.09 

22 

1.96 

.10 

1.52 

.08 

23 

1.87 

.09 

1.45 

.08 

24 

1.79 

.09 

1.39 

.08 

25 

1.72 

.08 

1.34 

.07 

Safe  loads  given  include  weight  of  channel.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  3^  of 
the  span. 

192                       BETHLEHEM    STEEL    COMPANY. 

MAXIMUM  SAFE  SHEAR  FOR 

AMERICAN    STANDARD   X   BEAMS, 

BASED   UPON  THE   CRIPPLING   STRENGTH    OF  THE   WEBS! 

AND  THE  CORRESPONDING  MINIMUM  SPANS 

FOR  GREATEST  SAFE  UNIFORMLY  DISTRIBUTED  LOADS. 

Section 
Number. 

Depth  of 
Beam, 
Inches. 

Weight 
per  Foot, 
Pounds. 

Maximum 
Safe  Shear, 
Pounds. 

Mini- 
mum 

Section 
Number. 

Depth  of 
Beam, 
Inches. 

Weight 
per  Foot, 
Pounds. 

Maximum 
Safe  Shear, 
Pounds. 

Mini- 
mum 
Span, 

Feet. 

Feet. 

100.0 

170,100 

6.2 

55.00 

112,500 

2.5 

124 

24 

95.0 
90.0 

150,000 
130,300 

6.8 
7.6 

I12a 

12 

50.00 
45.00 

93,900 
75,000 

2.9 
3.4 

85.0 

110,600 

8.7 

40.00 

56,800 

4.2 

80.0 

88,400 

10.5 

1  12 

1  9 

35.00 

52,600 

3.9 

100.0 

187,300 

4.5 

14 

31.50 

38,700 

5.0 

95.0 

167,900 

5.2 

40.00 

86,100 

2.0 

I20a 

20 

90.0 
85.0 

148,500 
128,700 

5.6 
6.3 

110 

10 

35.00 
30.00 

67,500 
48,700 

2.3 

2.9 

80.0 

111,800 

7.0 

25.00 

29,500 

4.4 

75.0 

124,100 

5.5 

35.00 

76,200 

1.9 

120 

20 

70.0 

104,200 

6.2 

I  9 

9" 

30.00 

57,900 

2.1 

65.0 

84,000 

7.4 

25.00 

39,100 

2.8 

21.00 

25,300 

4.0 

118 

18 

70.0 
65.0 
60.0 
55.0 

132,900 
113,300 
93,500 
70,400 

4.1 
4.6 
5.3 
6.7 

18 

8 

25.50 
23.00 
20.50 
18.00 

49,300 
40,000 
30,500 
21,300 

1.9 
2.2 

2.6 
3.6 

100.0 

205,600 

3.1 

20.00 

36,400 

1.8 

95.0 

187,100 

3.3 

17 

7 

17.50 

27,100 

2.2 

I15b 

15 

90.0 

168,700 

3.6 

15.00 

17,700 

3.1 

85.0 
80.0 

150,200 
135,200 

3.9 
4.2 

16 

6 

17.25 
14.75 

33,000 
23,700 

1.4 

1.8 

75.0 

148,100 

3.3 

12.25 

14,300 

2.7 

Z15a 

15 

70.0 
65.0 

129,400 
110,400 

3.6 
4.1 

15 

5 

14.75 
12.25 

29,600 
20,500 

1.1 
1.4 

60.0 

91,600 

4.7 

9.75 

11,200 

2.3 

55.0 

103,800 

3.5 

10.50 

19,300 

1.0 

115 

15 

50.0 
45.0 

84,400 
64,700 

4.1 
5.0 

14 

4 

9.50 
8.50 

15,700 
12.000 

1.1 
1.4 

42.0 

54500 

5.8 

7.50 

8300 

1.9 

)    l' 
Maximum  Safe  Shear,  >=- 
in  Pounds.               J    .,  , 

2,000  dt 

h* 

±~t~3ooot2 

Where  d  =  depth  of  beam,  t  =  thickness  of  web  and  h=  clear  distance 

between  flanges,  all  dimensions  in  inches. 

BETHLEHEM    STEEL    COMPANY.                      193 

MAXIMUM  SAFE  SHEAR  FOR 

AMERICAN    STANDARD    CHANNELS, 

BASED    UPON    THE   CRIPPLING   STRENGTH    OF  THE   WEBS: 
AND  THE    CORRESPONDING    MINIMUM  SPANS 
FOR   GREATEST  SAFE   UNIFORMLY    DISTRIBUTED    LOADS. 

Section 
Number. 

Depth  of 
Chan- 
nel, 
Inches. 

Weight 
per 
Foot, 
Pounds. 

55.00 

Maximum 
Safe  Shear, 
Pounds. 

Mini- 
mum 
Span, 
Feet. 

Section 
Number. 

Depth  of 
Chan- 
nel, 
Inches. 

Weight 
per 
foot, 
Pounds. 

Maximum, 
Safe  Shear, 
Pounds. 

Mini- 
mum 
Span, 
Feet. 

135,500 

2.3 

21.25 

53,400 

1.2 

50.00 

116,500 

2.5 

18.75 

44,100 

1.3 

C15 

15 

45.00 
40.00 

97,300 
77,800 

2.7 
3.2 

C8 

8 

16.25 
13.75 

28,800 
25,200 

1.8 

1.9 

35.00 

58,100 

3.9 

11.25 

15,900 

2.7 

33.00 

52,800 

4.2 

19.75 

51,600 

1.0 

40.00 

102,500 

1.7 

17.25 

42,500 

1.1 

35.00 

83,900 

1.9 

C7 

7 

14.75 

33,300 

1.2 

C12 

12 

30.00 

64,700 

2.2 

12.25 

23,900 

1.5 

25.00 

45,100 

2.8 

9.75 

13,900 

2.4 

20.50 

27,400 

4.2 

15.50 

39,500 

0.9 

35.00 
30.00 

95,200 
76,800 

1.3 
1.4 

C6 

6 

13.00 
10.50 

30,400 
21,100 

1.0 
1.3 

CIO 

10 

25.00 

58,200 

1.7 

8.00 

11,900 

1.9 

20.00 
15.00 

39,000 
20,000 

2.2 
3.6 

C5 

5 

11.50 
9.00 

27,900 
18,800 

0.8 
1.0 

25.00 

63,000 

1.3 

6.50 

9,900 

1.6 

C9 

9 

20.00 
15.00 

44,400 
25,000 

1.6 

2.4 

C4 

4 

7.25 
6.25 

15,100 
11,500 

0.8 
1.0 

13.25 

17,900 

3.1 

5.25 

7,800 

1.3 

Maximum  Safe  Shear,  1—  - 
in  Pounds.              j 

Where  d  =  depth  of  channe 
between  flanges,  all  dimensions 

12,000  dt 

] 

i2 

+3000  ta 
1,  t  =  thickness  of  web  and  h  =  clear  distance 
in  inches. 

194 


BETHLEHEM    STEEL    COMPANY. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN    STANDARD    CHANNELS, 

IN  TONS  OF  2000  LBS. 
WEB   HORIZONTAL. 


Depth 
of 

Channel, 
Inches. 

Weight 
per 
Foot* 
Pounds. 

DISTANCE  BETWEEN  SUPPORTS. 

1 

Ft. 

2 

Ft. 

3 

Ft. 

4 

Ft. 

5 
Ft. 

6 

Ft. 

7 
Ft. 

8 

Ft. 

9 

Ft. 

10 

Ft 

15 

12 

10 
9 
8 

7 

6 

5 
4 

55.00 
50.00 
45.00 
40.00 
35.00 
33.00 
40.00 
35.00 
30.00 
25.00 
20.50 
35.00 
30.00 
25.00 
20.00 
15.00 
25.00 
20.00 
15.00 
13.25 
21.25 
18.75 
16.25 
13.75 
11.25 
19.75 
17.25 
14.75 
12.25 
9.75 
15.50 
13.00 
10.50 
8.00 
11.50 
9.00 
6.50 
7.25 
6.25 
5.25 

21.70 
20.50 
19.35 
18.25 
17.15 
16.85 
13.10 
12.10 
11.15 
10.20 
9.30 
10.00 
8.90 
8.00 
7.15 
6.25 
7.20 
6.30 
5.50 
5.15 
5.90 
5.45 
5.05 
4.62 
4.21 
5.10 
4.66 
4.22 
3.80 
3.38 
3.93 
3.47 
3.06 
2.66 
2.86 
2.42 
2.03 
1.86 
1.70 
1.53 

10.85 
10.25 
9.68 
9.13 
8.58 
8.43 
6.55 
6.05 
5.58 
5.10 
4.65 
5.00 
4.45 
4.00 
3.58 
3.13 
3.60 
3.15 
2.75 
2.58 
2.95 
2.73 
2.53 
2.31 
2.11 
2.55 
2.33 
2.11 
1.90 
1.69 
1.96 
1.74 
1.53 
1.33 
1.43 
1.21 
1.01 
.93 
.85 
.76 

7.23 
6.83 
6.45 
6.08 
5.72 
5.62 
4.37 
4.03 
3.72 
3.40 
3.10 
3.33 
2.97 
2.67 
2.38 
2.08 
2.40 
2.10 
1.83 
1.72 
1.97 
1.82 
1.68 
1.54 
1.40 
1.70 
1.55 
1.41 
1.27 
1.13 
1.31 
1.16 
1.02 
.89 
.95 
.81 
.68 
.62 
.57 
.51 

5.43 
5.13 
4.84 
4.56 
4.29 
4.21 
3.28 
3.03 
2.79 
2.55 
2.33 
2.50 
2.23 
2.00 
1.79 
1.56 
1.80 
1.58 
1.38 
1.29 
1.48 
1.36 
1.26 
1.15 
1.05 
1.28 
1.17 
1.06 
.95 
.85 
.98 
.87 
.76 
.66 
.72 
.61 
.51 
.46 
.42 
.38 

4.34 
4.10 
3.87 
3.65 
3.43 
3.37 
2.62 
2.42 
2.23 
2.04 
1.86 
2.00 
1.78 
1.60 
1.43 
1.25 
1.44 
1.26 
1.10 
1.03 
1.18 
1.09 
1.01 
.92 
.84 
1.02 
.93 
.84 
.76 
.68 
.79 
.69 
.61 
.53 
.57 
.48 
.41 

3.62 
3.42 
3.23 
3.04 
2.86 
2.81 
2.18 
2.02 
1.86 
1.70 
1.55 
1.67 
1.48 
1.33 
1.19 
1.04 
1.20 
1.05 
.92 
.86 
.98 
.91 
.84 
.77 
.70 
.85 
.78 
.70 
.63 
.56 
.65 
.58 
.51 
.44 

3.10 
2.93 
2.76 
2.61 
2.45 
2.41 
1.87 
1.73 
1.59 
1.46 
1.33 
1.43 
1.27 
1.14 
1.02 
.89 
1.03 
.90 
.79 
.74 
.84 
.78 
.72 
.66 
.60 

2.71 
2.56 
2.42 
2.28 
2.14 
2.11 
1.64 
1.51 
1.39 
1.28 
1.16 
1.25 
1.11 
1.00 
.89 
.78 

2.41 
2.28 
2.15 
2.03 
1.91 
1.87 
1.46 
1.34 
1.24 
1.13 
1.03 

2.17 
2.05 
1.94 
1.83 
1.72 
1.69 

1.31 
1.21 
1.12 
1.02 
.93 
1.00 
.89 
.80 
.72 
.63 
.72 
.63 
.55 
.52 
.59 
.55 
.51 
.46 
.42 

1.11 
.99 
.89 
.79 
.69 
.80 
.70 
.61 
.57 
.66 
.61 
.56 
.51 
.47 
.57 
.52 
.47 
.42 
.38 
.44 
.39 
.34 
.30 

.90 
.79 
.69 
.64 
.74 
.68 
.63 
.58 
.53 
.64 
.58 
.53 
.48 
.42 
.49 
.43 
.38 
.33 
.36 
.30 
.25 

.73 
.67 
.60 
.54 
.48 
.56 
.50 
.44 
.38 
.41 
.35 
.29 
.27 
.24 
.22 

§""1 

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W 
Sri 

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sfS* 
SI'sJS 

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.48 
.40 
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.31 
.28 
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.37 
.34 
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ilii 

1M 

BETHLEHEM    STEEL    COMPANY.                      195 

SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  UNIFORMLY  DISTRIBUTED  FOR 

ANGLES   WITH    EQUAL    LEGS. 

EITHER   LEG  VERTICAL. 

Angles  being  secured  against  yielding  sideways. 

Size  of 
Inches. 

DISTANCE  BETWEEN  SUPPORTS. 

1 
Ft. 

2 

Ft 

3 

Ft. 

4 
Ft. 

5 
Ft. 

6 

Ft. 

7 
Ft. 

8 

Ft 

1O 

Ft 

12 

Ft. 

8x8xl>^ 
8x8x    >£ 

93.50 
44.65 

46.75 
22.33 

31.17 

14.88 

23.38 
11.16 

18.70 
8.93 

15.58 
7.44 

13.36 
6.38 

11.69 
5.58 

9.35 
4.47 

7.79 
3.72 

6x6x1 

6  x  6  x  y* 

45.70 
18.80 

22.85 
9.40 

15.23 
6.27 

11.43 
4.70 

9.14 
3.76 

7.62 
3.13 

6.53 
2.69 

5.71 
2.35 

4.57 
1.88 

3.81 
1.57 

5x5x1 

5x5x^ 

4x4x{f 
4x4xT5Tr 

30.90 
12.90 

16.05 
6.85 

15.45 
6.45 

8.03 
3.43 

1030 
4.30 

5.35 

2.28 

7.73 
3.23 

4.01 
1.71 

6.18 
2.58 

3.21 
1.37 

5.15 
2.15 

2.68 
1.14 

4.41 

1.84 

2.29 

.98 

3.86 
1.61 

2.01 
.86 

3.09 
1.29 

1.61 
.69 

2.58 
1.08 

1.34 
.57 

8£sftg*H 

3#x3#x& 

3x3x& 
3x3xX 

12.00 
5.20 

6.93 
3.08 

6.00 
2.60 

3.47 
1.54 

4.00 
1.73 

2.31 
1.03 

3.00 
1.30 

1.73 

.77 

2.40 
1.04 

1.39 
.62 

2.00 

.87 

1.16 
.51 

1.71 
.74 

.99 
.44 

1.50 
.65 

.87 
.39 

1.20 
.52 

1.00 
.43 

.58 
.26 

.69 
.31 

2#x2^x^ 
2>£x2^xT36 

2Xx2^x^ 
2X*2tfxA 

2x2xTV 
2x2xT\ 

3,89 
1.61 

3.09 
1.30 

2.13 
1.02 

1.95 
.81 

1.55 
.65 

1.07 
.51 

1.30 
.54 

1.03 
.43 

.71 
.34 

.97 
.40 

.77 
.32 

.53 
.25 

.78 
.32 

.62 
.26 

.43 
.20 

.65 

.27 

.52 
.22 

.56 
.23 

.49 
.20 

.39 
.16 

.26 
.13 

.39 
.16 

.31 
.13 

.32 
.13 

.44 
.19 

.30 
.15 

.36 
.17 

l^xl^xT's 
ItfxljtfxA 

l^xl^/s 
l^xltfxtf 

1.60 
.76 

1.01 

.38 

.80 
.38 

.51 
.19 

.53 

.25 

.34 

.13 

.40 
.19 

.25 
.095 

.32 

.15 

.27 
.12 

.17 
.063 

.23 
.11 

.14 
.055 

.20 
.10 

.20 
.076 

Safe  loads  given  include  weight  of  angle.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  to  the  right  of  the  zigzag  line  produce  deflections  exceeding 
33o  of  the  span. 

196                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  UNIFORMLY  DISTRIBUTED  FOR 

ANGLES   WITH    UNEQUAL    LEGS. 

LONG  LEG  VERTICAL. 

Angles  being  secured  against  yielding  sideways. 

Size  of 
Angle, 
Inches. 

DISTANCE  BETWEEN  SUPPORTS. 

1 

Ft. 

2 
Ft 

3 

Ft. 

4 

Ft. 

5 

Ft. 

6 

Ft. 

7 
Ft. 

8 

Ft. 

10 

Ft. 

12 

Ft 

8x6x1 

80.60 
42.75 

40.30 
21.38 

26.87 
14.25 

20.15 
10.69 

16.12 

8.55 

13.43 
7,13 

11.51 
6.11 

10.08 
5.34 

8.06 
4.28 

6.72 
3.56 

7x3^x1 

56.40 
26.70 

28.20 
13.35 

18.80 
8.90 

14.10 
6.68 

11.28 
5.34 

9.40 
4.45 

8.06 
3.81 

7.05 
3.34 

5.64 
2.67 

4.70 
2.23 

6x4x1 

4280 
17.70 

21.40 

8.85 

14.27 
5.90 

10.70 
4.43 

8.56 
3.54 

7.13 
2.95 

6.11 
2.53 

5.35 

2.21 

4.28 
1.77 

3.57 

1.48 

6  x3^  x  1 
6  x  3^  x  ^ 

41.75 
17.30 

20.88 
8.65 

13.92 
5.77 

10.44 
4.33 

8.35 
3.46 

6.96 
2.88 

5.96 
2.47 

5.22 
2.16 

4.18 
1.73 

3.48 
1.44 

iiSJf'Jt 

26.05 
10.35 

13.03 
5.18 

8.68 
3.45 

6.51 
2.59 

5.21 

2.07 

4.34 
1.73 

3.72 

1.48 

3.26 
1.29 

2.61 
1.04 

2.17 
.86 

5x3xif 

4x3^  x  ^ 
4  x  3^  x  -fg 

23.75 
10.05 

14.70 
6.75 

11.88 
5.03 

7.35 
3.38 

7.92 
3.35 

490 
2.25 

5.94 
2.51 

3.68 
1.69 

4.75 
2.01 

2.94 
1.35 

3.96 
1.68 

2.45 
1.13 

3.39 
1.44 

2.10 
.96 

2.94 
1.26 

1.84 
.84 

2.38 
1.01 

1.47 

.68 

1.98 

.84 

1.23 
.56 

4x3x  ^ 
4  x  3  x  T\ 

14.30 
6.60 

10.95 
5.10 

7.15 
3.30 

5.48 
2.55 

4.77 
2.20 

3.65 
1.70 

3.58 
1.65 

2.74 
1.28 

2.86 
1.32 

2.19 
1.02 

2.38 
1.10 

1.83 

.85 

2.04 
.94 

1.56 
.73 

1.79 
.83 

1.37 
.64 

1.43 

.66 

1.19 
.55 

.91 
.43 

1.10 
.51 

s|SU£§ 

9.12 
4.02 

4.56 
2.01 

3.04 
1.34 

2.28 
1.01 

1.82 
.80 

1.52 
.67 

1.30 
.57 

1.14 

.50 

.91 
.40 

.76 
.34 

8*t£*i 

6.14 
2.99 

3.07 
1.50 

2.05 
1.00 

1.54 

.75 

1.23 
.60 

1.02 
.50 

.88 
.43 

.77 
.37 

.61 
.30 

.51 
.25 

3x2x# 

5.35 

2.89 

3.73 
1.56 

3.16 
1.49 

2.68 
1.45 

1.87 

.78 

1.58 
.75 

1.78 
.96 

1.24 
.52 

1.05 

.50 

1.34 

.72 

.93 

.39 

.54 
.37 

1.07 

.58 

.75 
.31 

.63 
.30 

.89 

.48 

.62 
.26 

.53 
.25 

.76 
.41 

.53 
.22 

.67 
.36 

.54 
.29 

.37 
.16 

.32 
.15 

.45 
.24 

.31 
.13 

.47 
.20 

.27 
.19 

.45 
.21 

Safe  loads  given  include  weight  of  angle.     Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  to  the  right  of  the  zigzag  line  produce  deflections  exceeding 
3$tt  of  the  span. 

BETHLEHEM    STEEL    COMPANY.                           197 

SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  UNIFORMLY  DISTRIBUTED  FOR 

ANGLES    WITH    UNEQUAL    LEGS. 

SHORT  LEG  VERTICAL. 

Angles  being  secured  against  yielding  sideways. 

Size  of 
Angle, 
Inches. 

DISTANCE  BETWEEN  SUPPORTS. 

1 

Ft. 

2 
Ft. 

3 

Ft. 

4 

Ft. 

5 
Ft. 

6 

Ft. 

7 
Ft 

8 

Ft. 

10 

Ft. 

12 

Ft. 

8x6x  1 
8x6x>£ 

7x3^x    1 
7x8#*ft 

6x4x   1 
6x4xf6 

6x3^*  1 
6x3^x^ 

5x3^x% 
5x3^xT\ 

5x3x}t 
5x3xT\ 

4x3^x^ 
4x3^xT\ 

4x3x^ 
4x3xT\ 

3^x3x^T 

3#xa*£ 

3K*2K*# 
3>£x2^x^ 

3x2#x& 
3x2^x# 

3x2x^ 
3x2x# 

2^x2x^ 
2^x2xT\ 

2^xlK*TV 
2tfxl#xA 

47.60 
25.55 

15.80 
7.70 

20.25 
8.55 

15.45 
6.55 

13.45 
5.45 

9.25 
4.02 

11.45 
5.40 

8.40 
3.92 

8.23 
3.85 

4.89 
2.20 

4.38 
2.15 

2.53 
1.35 

2.46 
1.05 

1.23 
.59 

23.80 

12.78 

7.90 

3.85 

10.13 

4.28 

7.73 

3.28 

6.73 
2.73 

4.63 
2.01 

5.73 
2.70 

4.20 
1.96 

4.12 
1.93 

2.45 
1.10 

2.19 
1.08 

1.27 

.68 

1.23 
.53 

.62 
.30 

15.87 
8.52 

5.27 
2.57 

6.75 
2.85 

5.15 
2.18 

4.48 
1.82 

3.08 
1.34 

3.82 
1.80 

2.80 
1.31 

2.74 

1.28 

1.63 
.73 

1.46 

.72 

.84 
.45 

.82 
.35 

.41 

.20 

11.90 
6.39 

3.95 
1.93 

5.06 
2.14 

3.86 
1.64 

3.36 
1.36 

2.31 
1.01 

2.86 
1.35 

2.10 

.98 

2.06 
.96 

1.22 
.55 

1.10 
.54 

.63 
.34 

.62 
.26 

.31 
.15 

9.52 
5.11 

3.16 
1.54 

4.05 
1.71 

3.09 
1.31 

2.69 
1.09 

1.85 

.80 

2.29 
1.08 

1.68 

.78 

1.65 

.77 

.98 
.44 

.88 
.43 

.51 

.27 

.49 
.21 

7.93 
4.26 

2.63 

1.28 

3.38 
1.43 

2.58 
1.09 

2.24 
.91 

1.54 
.67 

1.91 
.90 

1.40 
.65 

1.37 
.64 

.82 
.37 

.73 
.36 

.42 
.23 

.41 
.18 

6.80 
3.65 

2.26 
1.10 

2.89 
1.22 

2.21 
.94 

1.92 

.78 

1.32 
.57 

1.64 

.77 

1.20 
.56 

1.18 
.55 

.70 
.31 

.63 
.31 

5.95 
3.19 

1.98 
.96 

2.53 
1.07 

1.93 

.82 

1.68 
.68 

1.16 
.50 

1.43 

.68 

1.05 
.49 

1.03 
.48 

4.76 
2.56 

1.58 

.77 

2.03 
.86 

1.55 
.66 

1.35 

.55 

3.97 
2.13 

1.32 
.64 

1.69 
.71 

1.29 
.55 

1.11 
.45 

.77 
.34 

.95 
.45 

.70 
.33 

.69 
.32 

.41 

.18 

.37 

.18 

.93 
.40 

1.15 
.54 

.84 
.39 

.82 
.39 

.49 
.22 

.44 
.22 

.25 
.14 

.25 
.11 

.61 

.28 

.55 

.27 

.32 

.17 

.31 
.13 

.36 
.19 

.35 
.15 

.18 
.084 

.25 
.12 

.21 
.10 

Safe  loads  given  include  weight  of  angle.    Maximum  fiber  stress,  16,000 
Ibs.  per  square  inch. 
Loads  given  to  the  right  of  the  zigzag  line  produce  deflections  exceeding 
5&j  of  the  span. 

198  BETHLEHEM    STEEL    COMPANY. 

AMERICAN     STANDARD    X     BEAM     BOX 
GIRDERS. 

Safe  loads  for  box  girders  made  of  two  standard  I  beams 
with  cover  plates  are  given  in  the  following  tables  on  pages 
199-203.  These  tables  are  calculated  from  the  moments  of 
inertia  of  the  sections,  deductions  being  made  for  rivet  holes 
in  both  flanges.  In  accordance  with  usual  practice,  the 
maximum  fiber  stress  is  limited  to  15,000  Ibs.  per  square 
inch,  in  order  to  compensate  for  the  injury  to  the  strength  of 
the  material  due  to  the  punching  of  rivet  holes. 

Deflection  of  these  girders  under  the  loads  given  in  the 
tables  is  found  in  the  following  manner  : 

Deflection,  in  inches  =  0. 01552  L2  -H  d 

where  L  =  length  of  span,  in  feet,  and  d  =  depth  of  girder 
over  cover  plates,  in  inches. 

These  girders  should  not  be  used  with  full  load  on  spans 
less  than  those  given  in  the  tables,  unless  the  crippling 
strength  of  the  webs  are  examined.  The  load  must  not  pro- 
duce a  shear  greater  than  the  crippling  strength  of  the  webs 
of  the  beams  of  which  the  girder  is  composed.  Safe  shears 
on  the  webs  of  standard  beams  are  given  in  the  table  on 
page  192. 

Bethlehem  rolled  girder  beams  are  more  economical  for 
supporting  the  same  loads.  For  example,  if  it  is  required  to 
support  a  total  load  of  30  tons  on  a  span  of  16  feet :  on  page 
203  the  safe  load  for  a  10"  I  beam  box  girder  for  this  span  is 
given  as  28.13  tons  with  an  increase  of  1.90  tons  for  each  Ty 
increase  in  thickness  of  cover  plates.  The  required  section 
will  be  that  given  in  the  table  with  cover  plates  TV'  thick. 
The  weight  of  this  box  girder  is  99.1  Ibs.  per  foot.  In  com- 
parison, a  12"  rolled  girder  beam,  section  G12a,  weighing 
70  Ibs.  per  foot  has  a  safe  load  of  30.05  tons,  as  will  be  found 
by  reference  to  the  table  on  page  80.  The  equivalent  rolled 
girder  weighs  30  %  less  than  the  riveted  section,  and  in 
addition  there  is  a  further  saving  in  the  cost  of  fabrication,  as 
the  rolled  section  does  not  require  punching  and  riveting  to 
build  it  into  a  girder. 

Box  girders  should  not  be  used  in  damp  or  exposed 
places,  as  the  interior  surfaces  cannot  be  repainted.  This 
objection  is  obviated  by  the  use  of  the  single  rolled  girder 
section. 


BETHLEHEM    STEEL    COMPANY.                      199 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN  STANDARD  I  BEAM  BOX  GIRDERS 

IN  TONS  OF  2000   LBS. 

k  s'ii              24  Inch 

UT&H             20  Inch 

^i        u       I  Beams, 

.-!        u.      I  Beams, 

Weight,        VJP^?       80.0  Lbs. 

Weight,         \^r  ^r^1         80  Lbs. 

255.0  Lbs.                              per  Foot. 

2447  Lbs.                              per  Foot. 

per  Foot. 
2  Plates, 

per  Foot. 
2  Plates, 

.^U^K         18  x%. 

y^r^K        16x%. 

Span, 
in 

Feet. 

Safe  Load, 
including 
Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Add  to 
Safe  Load 
for  T^  In. 
ncreasein 
Thickness 
of  Plates. 

Add  to 

Weight  of 
Girder 
for  d,  In. 
[ncreasein 
Thickness 
of  Plates. 

Span, 
in 

Feet. 

Safe  Load, 
including 
Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

...x        Add  to 

e*Mto    Weight  of 
Safe  Load     G£der 
hr&b.  fc.^ 
ncreasein  Inci4sein 

Thickness  Thickness 
of  Plates.   Of  piates. 

17 

174.58 

2.17 

6.82 

.06 

13 

178.44    1.59 

6.39 

.04 

18 

164.88 

2.29 

6.45 

.07 

14 

165.70 

1.71 

5.94 

.05 

19 

156.21 

2.42 

6.10 

.07 

15 

154.65 

1.83 

5.55 

.05 

20 

148.40 

2.55 

5.80 

.08 

16 

144.99 

1.96 

5.19 

.05 

21 

141.32 

2.68 

5.53 

.08 

17 

136.47 

2.08 

4.89 

.06 

22 

134.91 

2.80 

5.27 

.08 

18 

128.87 

2.20 

4.62 

.06 

23 

129.04 

2.93 

5.04 

.09 

19 

122.10 

2.32 

4.37 

.06 

24 

123.66 

3.06 

4.83 

.09 

20 

116.00 

2.45 

4.15 

.07 

25 

118.72 

3.19 

4.64 

.09 

21 

110.47 

2.57 

3.96 

.07 

26 

114.15 

3.31 

4.47 

.10 

22 

105.45 

2.69 

3.78 

.07 

27 

109.91 

3.44 

4.29 

.10 

23 

100.87 

2.81 

3.61 

.08 

28 

105.99 

3.57 

4.14 

.11 

24 

96.67 

2.94 

3.46 

.08 

29 

102.33 

3.69 

4.00 

.11 

25 

92.79 

3.06 

3.32 

.08 

30 

98.93 

3.82 

3.87 

.11 

26 

89.23 

3.18 

3.20 

.09 

31 

95.73 

3.95 

3.74 

.12 

27 

85.92 

3.30 

3.08 

.09 

32 

92.75 

4.08 

3.62 

.12 

28 

82.85 

3.42 

2.97 

.09 

33 

89.93 

4.20 

3.53 

.12 

29 

80.01 

3.55 

2.87 

.10 

34 

87.29 

4.33 

3.42 

.13 

30 

77.33 

3.67 

2.77 

.10 

35 

84.80 

4.46 

3.31 

.13 

31 

74.84 

3.79 

2.69 

.10 

36 

82.44 

4.59 

3.22 

.14 

32 

72.51 

3.91 

2.60 

.11 

37 

80.22 

4.71 

3.14 

.14 

33 

70.29 

4.04 

2.52 

.11 

38 

78.10 

4.84 

3.06 

.14 

34 

68.24 

4.16 

2.45 

.11 

39 

76.10 

4.97 

2.98 

.15 

35 

66.28 

4.28 

2.38 

.12 

40 

74.19 

5.10 

2.90 

.15 

36 

64.45 

4.40 

2.31 

.12 

41 

72.39 

5.22 

283 

.16 

37 

62.70 

4.53 

2.25 

.12 

42 

70.66 

5.35 

2.76 

.16 

38 

61.05 

4.65 

2.19 

.13 

43 

69.02 

5.48 

2.70 

.16 

39 

59.49 

4.77 

2.13 

.13 

44 

67.45 

5.61 

2.64 

.17 

40 

58.00 

4.88 

2.08 

.13 

Maximum  fiber  stress,  15,000  Ibs.  per  square  inch.     Weights  of  girders 

correspond  to  lengths  center  to  center  of  bearings. 

200                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN  STANDARD  X  BEAM  BOX  GIRDERS 

IN   TONS   OF  2000   LBS. 

Urn'             20  Inch 

KS&H            18  Inch 

.~|         i~.      I   Beams, 

-~'        '-       I  Beams. 

Weight,        ^PS<J'"       65.0  Lbs.     j      Weight,         'Hr'Sr3''         55  Lbs.  ' 
214.7  Lbs.                              per  Foot.    ;     i96.0Lbs.                              per  Foot. 

per  Foot.       J[J|^       ^Plates,     j     per  F°Ot       Jl          ^Plates, 

Span, 
in 
Feet. 

Safe  Load, 
including 
Weight  of 
Girder, 
in  Tons  of 

Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Add  to     :    Safe  Load, 
Safe  Load  :    including 
for  TV  In.      Weight  of 
Increase  in  I     Girder, 
Thickness  I   in  Tons  of 

Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Add  to 
Safe  Load 
for  T*g  In. 
Increase  in 
Thickness 

Add  to 
Weight  of 
Girder 
for  ^g  In. 
Increase  in 
Thickness 

2000  Lbs. 

of  Plates.       2000  Lbs. 

of  Plates. 

of  Plates. 

13 

158.37 

1.39 

6.52 

130.95 

1.27 

5.78 

.04 

14 

147.06 

1.50 

6.05 

121.59 

1.37 

5.38 

.05 

15 

137.25 

1.61 

5.64 

113.49 

1.47 

5.02 

.05 

16 

128.68 

1.72 

5.30 

106.39 

1.57 

4.70 

.05 

17 

121.11 

1.82 

4.98 

100.14 

1.66 

4.42 

.06 

18 

114.31 

1.93 

4.71 

94.57 

1.76 

4.18 

.06 

19 

108.36 

2.04 

4.45 

89.60 

1.86 

3.96 

.06 

20 

102.93 

2.15 

4.23 

85.12 

1.96 

3.76 

.07 

21 

98.05 

2.25 

4.03 

81.06 

2.06 

3.58 

.07 

22 

93.58 

2.36 

3.85 

77.38 

2.15 

3.42 

.07 

23 

89.52 

2.47 

3.68 

74.01 

2.25 

3.27 

.08 

24 

85.78 

2.58 

3.53 

70.93 

2.35 

3.14 

.08 

25 

82.36 

2.68 

3.39 

68.09 

2.45 

3.01 

.08 

26 

79.19 

2.79 

3.25 

65.47 

2.55 

2.90 

.09 

27 

76.25 

2.90 

3.14 

63.05 

2.64 

2.78 

.09 

28 

73.52 

3.00 

3.02 

I    60.80 

2.74 

2.69 

.09 

29 

71.00 

3.11 

2.92 

58.70 

2.84 

2.60 

.10 

30 

68.63 

3.22 

2.83 

1    56.74 

2.94 

2.50 

.10 

31 

66.42 

3.33 

2.73 

54.91 

3.03 

2.42 

.10 

32 

64.34 

3.43 

2.64 

53.20 

3.13 

2.35 

.11 

33 

62.39 

3.54 

2.56 

51.59 

3.23 

2.28 

.11 

34 

60.55 

3.65 

2.49 

50.07 

3.33 

2.22 

.11 

35 

58.82 

3.76 

2.42 

48.64 

3.43 

2.15 

.12 

36 

57.18 

3.86 

2.35 

47.29 

3.52 

2.09 

.12 

37 

55.64 

3.97 

2.28 

46.01 

3.62 

2.03 

.12 

38 

54.17 

4.08 

2.23 

44.80 

3.72 

1.98 

.13 

39 

52.80 

4.18 

2.17 

43.65 

3.82 

1.93 

.13 

40 

51.47 

4.28 

2.12        42.56 

3.92 

1.88 

.13 

Maximum  fiber  stress,  15,000  Ibs.  per  square  inch.     Weights  of  girders 

correspond  to  lengths  center  to  center  of  bearings. 

BETHLEHEM    STEEL    COMPANY.                     201 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN  STANDARDZBEAM  BOXGIRDERS 

IN   TONS  OF  2000   LBS. 

K63i*            15  Inch 

Ue  &»i         15  Inch 

Ue><                 15  Inch 

nl  Beams, 

.^!         |~.  I  Beams, 

80.0  Lbs. 

'Hf'    ir     60.0  Lbs. 

1^ 

ft             42.0  Lbs. 

per  Foot. 
2  Plates, 

per  Foot. 
2  Plates, 

] 

per  Foot. 
2  Plates, 

14  x  %. 

/^r^K         14  X%. 

^-J 

Weight,  222.6  Lbs.  per  Foot. 

Weight,  182.6  Lbs.  per  Foot. 

Weight,  146.7  Lbs.  per  Foot. 

Add  to 

Safe  Load, 
Span,  '  i11^11^11^ 

Weight 

Add  to 
Safe  Load 

Safe  Load,  Weight 
including     of 

Add  to 
Safe  Load 

Safe  Load, 
including 

Weight 
of 

Add  to 
Safe  Load 

Weight  of 
Girder 

in 

Feet. 

Weight  of 
Girder, 
in  Tons  of 

Girder, 
in  Tons 
of2000 

for  ^  In. 

Increasein 
Thickness 

Weight  of  Girder, 
Girder,  'in  Tons 
in  Tons  of  of  2000 

for  T^  In. 
Increasein 
Thickness 

Weight  of 
Girder, 
in  Tons  of 

Girder, 
in  Tons 
of2000 

for  ^  In. 
Increasein 
Thickness 

for  ^  In. 
Increasein 
Thickness 

2000  Lbs. 

Lbs. 

of  Plates. 

2000  Lbs. 

Lbs. 

of  Plates. 

2000  Lbs. 

Lbs. 

of  Plates. 

of  Plates. 

Tsf 

121.66 

1.34 

4.30 

104.05 

1.10 

4.44 

88.41 

.88 

4.56 

.03 

13 

112.30 

1.45 

3.98 

96.05 

1.19 

4.10 

81.60 

.95 

4.21 

.04 

14 

104.28 

1.56 

3.69 

89.18 

1.28 

3.81 

75.77 

1.03 

3.91 

.04 

15 

97.34 

1.67 

3.45 

83.24 

1.37 

3.55 

70.73 

1.10 

3.65 

.04 

16 

91.25 

1.78 

3.23 

78.03 

1.46 

3.33 

66.30 

1.18 

3.43 

.05 

17 

85.88 

1.89 

3.05 

73.44 

1.55 

3.14 

62.40 

1.25 

3.22 

.05 

18 

81.12 

2.00 

2.87 

69.37 

1.64 

2.97 

58.94 

1.32 

3.05 

.05 

19 

76.85 

2.11 

2.72 

65.71 

1.73 

2.80 

55.83 

1.39 

2.88 

.05 

20 

73.00 

2.23 

2.58 

62.43 

1.83 

2.67 

53.04 

1.47 

2.73 

.06 

21 

69.52 

234 

2.46 

59.46 

1.92 

2.54 

50.52 

1.54 

2.61 

.06 

22 

66.37 

2.45 

2.35 

56.76 

2.01 

2.42 

48.22 

1.61 

2.49 

.06 

23 

63.47 

2.56 

2.25 

54.29 

2.10 

2.32 

46.12 

1.68 

2.38 

•07 

24 

60.83 

2.67 

2.16 

52.03 

2.19 

2.23 

44.20 

1.76 

2.28 

.07 

25 

58.40 

2.78 

2.07 

49.94 

2.28 

2.13 

42.44 

1.83 

2.19 

.07 

26 

56.16 

2.89 

1.98 

48.02 

2.37 

2.05 

40.80 

1.90 

2.10 

.08 

27 

54.07 

3.00 

1.92 

46.25 

2.46 

1.97 

39.29 

1.98 

2.03 

.08 

28 

52.14 

3.12 

1.85 

44.60 

2.56 

1.90 

37.89 

2.05 

1.95 

.08 

29 

50.34 

3.23 

1.78 

43.05 

2.65 

1.83 

36.59 

2.12 

1.89 

.08 

30 

48.67 

3.34 

1.72 

41.62 

2.74 

1.78 

3537 

2.20 

1.82 

.09 

31 

47.10 

3.45 

1.67 

40.28 

283 

1.72 

34.22 

2.27 

1.77 

.09 

32 

45.62 

3.56 

1.62 

39.02 

2.92 

1.66 

33.15 

2.34 

1.71 

.09 

33 

44.24 

3.67 

1.57 

37.83 

3.01 

1.62 

32.15 

2.42 

1.66 

.10  • 

34 

42.95 

378 

1.52 

36.73 

3.10 

1.57 

3120 

3.49 

1.62 

.10 

35 

41.71 

3.89 

1.48 

35.68 

3.19 

1.52 

30.31  2.56 

1.57 

.10 

36 

40.56 

4.01 

1.43 

34.68 

3.29 

1.48 

29.47  2.64 

1.52 

.10 

37 

39.46 

4.12 

1.40 

33.75 

3.38 

1.44 

28.67  2.71 

1.48 

.11 

38 

38.42 

423 

1.36 

32.86 

3.47 

1.41 

27.92 

2.78 

1.44 

.11 

39 

37.43 

4.34 

1.33 

32.02 

3.56 

1.36 

27.20 

2.86 

1.42 

.11 

Maximum  fiber  stress,  15,000  Ibs.  per  square  inch.    Weights  of  girders 

correspond  to  lengths  center  to  center  of  bearings. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  «£,,  of 
the  span. 

202                       BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN  STANDARD  Z  BEAM  BOX  GIRDERS 

IN   TONS   OF  2000    LBS. 

L  e*             12  Inch 

12  Inch             U  e  '» 

m~\        i           I  Beams, 

I  Beams,      .~|         U. 

Weight,       "^jr"  HP        4°-°  Lbs- 

31.5  Lbs.        'Hr""~l!fcr"        Weight, 

130.8  Lbs.                               per  Foot,    j 

per  Foot.                               113.8  Lbs. 

per  Foot. 

per  Foot. 

2  Plates, 

2  Plates. 

^^^K         14  x  %. 

14X%.                X^r-'K 

Safe  Load, 

Add  to         Safe  Load, 

Add  to 

Add  to 
Weight  of 

Span, 
in 
Feet. 

including 
Weight  of 
Girder, 
in  Tons  of 

Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Safe  Load 
for  T15  In. 
Increase  in 
Thickness 

including 
Weight  of 
Girder, 
in  Tons  of 

Weight  of 
Girder, 
in  Tons  of 
2000  Lbs. 

Safe  Load 
for  T»g  In. 
Increase  in 
Thickness 

Girder 
for  ^  In. 
Increase  in 
Thickness 

2000  Lbs. 

of  Plates. 

2000  Lbs. 

of  Plates. 

of  Plates. 

10 

73.33 

.65 

4.33 

65.97 

.57 

4.40 

.03 

11 

66.67 

.72 

3.93 

59.98 

.63 

3.99 

.03 

12 

61.11 

.78 

3.61 

54.98 

.68 

3.66 

.03 

13 

56.40 

.85 

3.33 

50.75 

.74 

3.38 

.04 

14 

52.37 

.91 

3.09 

47.12 

.80 

3.14 

.04 

15 

48.89 

.98 

2.88 

43.98 

.85 

2.93 

.04 

16 

45.83 

1.05 

2.70 

41.23 

.91 

2.75 

.05 

17 

43.13 

1.11 

2.55 

38.80 

.97 

2.58 

.05 

18 

40.73 

1.18 

2.40 

36.65 

1.02 

2.45 

.05 

19 

38.60 

1.24 

2.27 

34.72 

1.08 

2.31 

.05 

20 

36.67 

1.31 

2.17 

32.99 

1.14 

2.19 

.06 

21 

34.92 

1.37 

2.07 

31.42 

1.19 

2.09 

.06 

22 

33.33 

1.44 

1.97 

29.99 

1.25 

2.00 

.06 

23 

31.88 

1.50 

1.88 

28.68 

1.31 

1.92 

.07 

24 

30.55 

1.57 

1.80 

27.48 

1.36 

1.83 

.07 

25 

29.33 

1.63 

1.73 

26.39 

1.42 

1.75 

.07 

26 

28.20 

1.70 

1.66 

25.37 

1.48 

1.68 

.08 

27 

27.16 

1.76 

1.60 

24.44 

1.53 

1.63 

.08 

28 

26.19 

1.83 

1.55 

23.56 

1.59 

1.57 

.08 

29 

25.28 

1.89 

1.49 

--------- 
22.75 

1.65 

1.51 

.08 

•    30 

24.44 

1.96 

1.44 

21.99 

1.70 

1.47 

.09 

31 

23.65 

2.02 

1.40 

21.28 

1.76 

1.42 

.09 

32 

22.92 

2.09 

1.35 

20.62 

1.81 

1.37 

.09 

33 

22.22 

2.16 

1.32 

20.00 

1.87 

1.33 

.10 

34 

21.57 

2.22 

1.27 

19.41 

1.93 

1.29 

.10 

35 

20.95 

2.29 

1.23 

18.85 

1.99 

1.26 

.10 

36 

20.37 

235 

1.20 

18.32 

2.05 

1.22 

.10 

Maximum  fiber  stress,  15,000  Ibs.  per  square  inch.    Weights  of  girders 
correspond  to  lengths  center  to  center  of  bearings. 
Loads  given  below  the  dotted  lines  produce  deflections  exceeding  ^  of 

the  span. 

BETHLEHEM    STEEL    COMPANY.                       203 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

AMERICAN  STANDARD  X  BEAM  BOXGIRDERS 

IN   TONS   OF  2000   LBS. 

H0J&                             10  Inch 

~'i-                         I  Beams, 

Weight,                        Sr'Sr3''                         25.0  Lbs. 
94.0  Lbs.                                                                 per  Foot, 
per  Foot. 
2  Plates, 

,^JL-irJU\                                              12  XK. 

Sofa    Tno^ 

Add  to 

Span, 
in 

Feet. 

including 
Weight  of  Girder, 
in  Tons  of 
2000  Lbs. 

Weight  of  Girder, 
in  Tons  of 
2000  Lbs. 

Add  to 
Safe  Load  for  ^  In. 
Increase  in 
Thickness  of  Plates. 

Weight  of  Girder 
for  ^  In. 
Increase  in 
Thickness  of 
Plates. 

10 

45.00 

.47 

3.06 

.02 

11 

40.92 

.52 

2.78 

.03 

12 

37.50 

.56 

2.55 

.03 

13 

34.62 

.61 

2.35 

.03 

14 

32.15 

.66 

2.18 

.03 

15 

30.00 

.70 

2.04 

.04 

16 

28.13 

.75 

1.90 

.04 

17 

26.47 

.80 

1.80 

.04 

18 

25.00 

.84 

1.70 

.04 

19 

23.69 

.89 

1.60 

.05 

20 

22.50 

.94 

1.53 

.05 

21 

21.43 

.99 

1.45 

.05 

22 

20.46 

1.03 

1.38 

.05 

23 

19.57 

1.08 

1.32 

.06 

24 

18.75 

1.13 

1.28 

.06 

25 

18.00 

1.17 

1.22 

.06 

26 

17.31 

1.22 

1.18 

.06 

27 

16.67 

1.27 

1.13 

.07 

28 

16.07 

1.31 

1.10 

.07 

29 

15.52 

1.36 

1.05 

.07 

30 

15.00 

1.41 

1.02 

.07 

31 

14.52 

1.45 

.99 

.08 

32 

14.07 

1.50 

.96 

.08 

33 

13.64 

1.55 

.92 

.08 

Maximum  fiber  stress,  15,000  Ibs.  per  square  inch.    Weights  of  girders 
correspond  to  lengths  center  to  center  of  bearings. 
Loads  given  below  the  dotted  line  produce  deflections  exceeding  ,i«  of 
the  span. 

204  BETHLEHEM    STEEL    COMPANY. 

EXPLANATION     OF    TABLES 

OF    SAFE     LOADS     FOR     LATTICED    CHANNEL 
COLUMNS    AND    ANGLE    STRUTS. 

Safe  loads  for  latticed  channel  columns  with  square  ends  are 
given  in  the  table  on  pages  210-211  calculated  for  an  allowable 
stress,  in  Ibs.  per  square  inch,  by  the  following  formula  : 

13,000  Ibs.  for  lengths  under  55  radii  of  gyration. 

16,000—55  —for  lengths  over  55  radii  of  gyration. 

This  is  the  same  formula  as  that  given  on  page  108  for 
rolled  steel  H  columns. 

The  channels  are  assumed  to  be  properly  latticed  to- 
gether and  placed  far  enough  apart  so  that  the  column  will 
be  of  equal  strength  about  either  axis,  in  which  case  the 
radius  of  gyration  is  the  same  as  the  greatest  radius  of  the 
single  channel.  In  the  table  on  page  209  the  distances 
back  to  back  of  channels  are  given  which  make  the  radii 
equal  about  both  axes. 

Weights  given  for  the  channel  columns  do  not  include 
lattice  bars,  batten  plates  or  connections.  Such  details  add 
about  30%  or  more  to  the  weight  of  the  heavier  columns, 
and  as  much  as  50  or  60  %  to  the  weight  of  the  lightest  columns. 
Single  and  double  angles  are  used  for  struts  in  roof 
trusses  and  for  similar  purposes.  Safe  loads  on  angle  struts 
are  given  in  the  tables  on  pages  212-221.  These  loads  are 
calculated  by  the  following  formula  for  the  allowable  stress, 
in  Ibs.  per  square  inch : 

13,000  Ibs.  for  lengths  under  36  radii  of  gyration. 

15000 — 55  —for  lengths  over  36  radii  of  gyration. 

Except  for  very  short  lengths,  this  gives  a  permissible 
stress  1000  Ibs.  per  square  inch  less  than  that  allowed  by 
the  standard  formula.  Angles  are  unsymmetrical  sections 
and  the  load  is  seldom  centrally  applied,  thus  causing  more 
or  less  eccentricity.  For  this  reason  the  allowable  stress 
should  be  less  than  for  symmetrical  sections. 

Radii  of  gyration  for  all  sizes  of  single  angles  are  given 
in  the  tables  of  properties  of  angles  on  pages  172-182,  and 
for  pairs  of  angles  with  different  degrees  of  separation  in 
the  tables  on  pages  205-207. 

The  safe  loads  in  the  tables  are,  in  general,  not  given 
for  lengths  greater  than  150  times  the  least  radius  of  gyra- 
tion. The  usual  limit  of  length  of  125  times  the  least 
radius  of  gyration  is  indicated  by  zigzag  lines. 

All  loads  are  assumed  to  be  centrally  or  symmetrically 
applied.  The  effect  of  eccentric  loading  must  be  separately 
investigated  and  considered. 


BETHLEHEM    STEEL    COMPANY.                      205 

RADII    OF    GYRATION    FOR 

TWO    EQUAL   ANGLES. 

PLACED   BACK  TO   BACK. 

i    * 

<        *a     "*" 

3 

" 

t.™^n  * 
*    I 

£o"'x'x"iy|^ 
*     f  „ 

Radii  of  gyration  given  correspond  to  direction  indicated  by  arrow  heads. 

Size  of 
Angle, 
Inches. 

Inches. 

Area  of  Two 
Angles, 
Sq.  Inches. 

RADII    OF  GYRATION,  IN    INCHES. 

PC 

PI 

••2 

r« 

'4 

8x8 
8x8 

l#i 

33.46 
15.50 

2.42 
2.50 

3.42 
3.32 

3.55 
3.45 

3.60 
3.49 

3.69 
3.58 

6x6 
6x6 

i 

X 

22.00 

8.72 

1.80 
1.88 

2.59 
2.49 

2.73 

2.62 

2.77 
2.67 

2.87 
2.76 

5x5 
5x5 

1 

18.00 
7.22 

1.48 
1.56 

2.19 
2.09 

2.33 

2.22 

2.38 
2.26 

2.48 
2.35 

4x4 
4x4 

if 

11.68 
4.80 

1.18 
1.24 

1.75 
1.67 

1.89 
1.80 

1.94 
1.85 

2.04 
1.94 

3>|x3>| 

^A 

10.06 
4.18 

1.02 

1.08 

1.55 
1.47 

1.70 
1.60 

1.74 
1.65 

1.85 
1.74 

3x3 
3x3 

* 

6.72 

2.88 

.88 
.93 

1.32 
1.25 

1.46 
1.39 

1.51 
1.43 

1.62 
1.53 

IgSg 

'/2  A 

4.50 
1.80 

.74 

.78 

1.10 
1.04 

1.24 
1.17 

1.29 
1.22 

1.40 
1.32 

8*8 

*  A 

4.00 
1.62 

.66 
.70 

.99 
.94 

1.14 
1.08 

1.19 
1.12 

1.30 
1.23 

2x2 
2x2 

AA 

3.12 
1.44 

.59 
.62 

.89 

.84 

1.03 
.97 

1.08 
1.03 

1.19 
1.13 

l$3K 

T'S 

2.68 
1.24 

.51 
.54 

.78 
.75 

.93 

.88 

.98 
.93 

1.09 
1.03 

i#xi# 

*  X 

1.98 

.72 

.44 
.46 

.67 
.62 

.82 
.76 

.88 
.81 

.98 
.92 

206                      BETHLEHEM    STEEL    COMPANY. 

RADII     OF    GYRATION     FOR 

TWO    UNEQUAL   ANGLES. 

LONG    LEGS    PLACED    BACK  TO   BACK. 

^  ^jp,      k^f»       ^TF       *** 

IT 

*   f      4  f\        J\ 

JjL 

Radii  of  gyration  given  correspond  to  direction  indicated  by  arrow  heads. 

Size  of 
AnHe, 
Inches. 

Thickness, 
Inches. 

Area  of  Two 
Angles, 
S<i.  Inches. 

RADII    OF  GYRATION,   IN    INCHES. 

TO 

'I 

••2 

'a 

«•* 

8x6 

1 

26.00 

2.49 

2.39 

2.52         2.57 

2.66 

8x6 

YZ 

13.50 

2.56 

2.32 

2.44 

2.48 

2.58 

7x3^ 
7x3^ 

1 

A 

19.00 
8.80 

2.19 

2.26 

1.31 
1.21 

1.45 
1.34 

1.50 
1.39 

1.60 
1.47 

6x4 

i 

18.00 

1.85 

1.60 

1.74 

1.79 

1.89 

6x4 

K 

7.22 

1.93 

1.50 

1.63 

1.67 

1.76 

6x3^ 
6x3^ 

i 

17.00 
6.84 

1.85 
1.94 

1.37 
1.26 

1.51 
1.39 

1.56 
1.43 

1.67 
1.53 

5x3^ 
5x3^ 

";;* 

13.34 
5.12 

1.53 
1.61 

1.42 
1.33 

1.56 
1.45 

1.61 
1.50 

1.71 
1.59 

5x3 
5x3 

|j;| 

11.68 
4.80 

1.55 
1.61 

1.18 
1.09 

1.32 
1.22 

1.37 
1.26 

1.47 
1.35 

4x3^ 
4x3^ 

A 

10.12 
4.50 

1.20 
1.26 

1.49 
1.42 

1.63 
1.55 

1.68 
1.59 

1.78 
1.69 

4x3 

^ 

9.38 

1.22 

1.25 

1.39 

1.44 

1.54 

4x3 

A 

4.18 

1.27 

1.17 

1.30 

1.35 

1.44 

3^x3 

O  I/-V-O 

Oy^XO 

^  A 

8.62 
3.86 

1.04 
1.10 

1.28 
1.22 

1.43 
1.34 

1.48 
1.40 

1.58 
1.49 

0^2  XA  y2, 

y% 

6.72 

1.07 

1.02 

1.16 

1.22 

1.32 

3>^x2;^ 

1A 

2.88 

1.12 

.96 

1.09 

1.13 

1.23 

3x2^ 
3x2^ 

A 

X 

5.56 
2.62 

.91 
.95 

1.05 
1.00 

1.20 
1.13 

1.25 
1.18 

1.35 
1.28 

3x2 

y* 

4.50 

.92 

.80 

.94 

1.00 

1.10 

3x2 

/i 

2.38 

.95 

.75 

.89 

.93 

1.03 

2^x2 

*  A 

4.00 
1.62 

.75 

.79 

.84 
.79 

.99 

.92    j 

1.04 

.97 

1.15 

1.07 

O  i/  -,  1   j  / 
A/Z  -X-L  /2 

T?_ 

3.12 

.77 

.60 

.74 

.80    ! 

.91 

2^4 

xV 

1.44 

.80 

.55 

.68 

.73 

.84 

BETHLEHEM    STEEL    COMPANY.                      207 

RADII     OF    GYRATION     FOR 

TWO    UNEQUAL   ANGLES. 

SHORT   LEGS    PLACED    BACK   TO    BACK. 

<—  r-  —  v 

,^1, 

~*3~  ^                                A. 

$.—  y- 

+°          (B>                     *°         <||)> 

Radii  of  gyration  given  correspond  to  direction  indicated  by  arrow  heads. 

Size  of 
inele, 
Inches. 

Thickness, 
Inches. 

Area  of  Two 

RADII    OF   GYRATION,   IN    INCHES. 

TO 

'i 

"•2 

r3 

'4 

8x6 
8x6 

1 

26.00 
13.50 

1.73 
1.79 

3.63 
3.56 

3.78 
3.69 

3.82 
3.74 

3.92 
3.83 

7x3>| 

1 

19.00 

8.80 

.89 
.95 

3.48 
3.37 

3.63 
3.5.1 

368 
3.56 

3.78 
3.66 

6x4 
6x4 

1 

18.00 

7.22 

1.09 
1.17 

2.85 
2.74 

3.00 

2.87 

3.04 

2.92 

3.14 
3.01 

6x3^ 
6x3^ 

1  * 

17.00 
6.84 

.92 

.99 

2.93 
2.81 

3.07 
2.95 

3.13 
3.00 

3.23 
3.10 

5x3^ 
5x3^ 

^  & 

13.34 
5.12 

.96 
1.03 

2.36 
2.26 

2.50 
2.40 

2.55 
2.44 

2.65 
2.54 

5x3 
5x3 

HA 

11.68 
4.80 

.80 
.85 

2.42 
2.33 

2.57 
2.47 

2.62 
2.51 

2.72 
2.61 

4x3^ 
4x3^ 

*  A 

10.12 
4.50 

1.01 
1.07 

1.80 
1.73 

1.94 
1.86 

1.99 
1.91 

2.09 
2.00 

4x3 
4x3 

1/4  A 

9.38 
4.18 

.84 
.89 

1.87 
1.79 

2.02 
1.93 

2.07 
1.97 

2.17 

2.07 

3^x3 
3^x3 

*  A 

8.62 
3.86 

.85 
.90 

1.60 
1.52 

1.74 
1.66 

1.79 
1.71 

1.90 
1.80 

l$S% 

11  i 

6.72 
2.88 

.69 
.74 

1.65 
1.58 

1.79 
1.74 

1.84 
1.76 

1.95 

1.86 

3x2^ 

3x2^ 

A  ^ 

5.56 
2.62 

.72 
.75 

1.37 
1.31 

1.51 
1.45 

1.56 
1.50 

1-66 
1.59 

3x2 
3x2 

*  X 

4.50 
2.38 

.55 
.57 

1.42 
1.38 

1.57 
1.51 

1.62 
1.56 

1.73 
1.66 

2^x2 

*  A 

4.00 
1.62 

.56 
.60 

1.16 
1.10 

1.30 
1.23 

1.35 
1.28 

1.46 
1.39 

Ijglg 

** 

3.12 
1.44 

.40 
.42 

1.21 
1.17 

1.37 
1.31 

1.42 
1.S6 

1.52 
1.46 

208                      BETHLEHEM    STEEL    COMPANY. 

;     .  iv     |                                               SPACING  OF 

xJT     JLx  AMERICAN  STANDARD  I  BEAMS 

CENTER   TO    CENTER, 

i  —  |i      r    |^>          TO    PRODUCE    EQUAL   RADII    OF  GYRATION 

Y!         i 

k....D-->|                             ABOUT   BOTH    AXES    XX  AND  YY. 

Section 
lumber. 

Depth 
of 
Beam, 
Inches. 

Weight 
per  Foot  of 
each  Beam, 
Lbs. 

Distance 

D, 

Inches. 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per  Foot  of 
each  Beam, 
Lbs. 

Distance 

D, 

Inches. 

100.00 

17.82 

55.00 

8.65 

124 

24 

95.00 
90.00 

17.99 
18.21 

I  12a 

12 

50.00 
45.00 

8.83 
9.06 

85.00 

18.43 

40.00 

9.29 

80.00 

18.72 

112 

12 

35.00 

9.21 

100.00 

14.76 

31.50 

9.45 

95.00 

14.92 

40.00 

7.12 

I20a 

20 

90.00 
85.00 

15.10 
15.30 

110 

10 

35.00 
30.00 

7.32 
7.57 

80.00 

15.47 

25.00 

7.91 

75.00 

14.98 

35.00 

6.36 

120 

20 

70.00 

15.21 

In 

30.00 

6.58 

65.00 

15.47 

y 

25.00 

6.86 

21.00 

7.12 

118 

18 

70.00 
65.00 
60.00 
55.00 

13.20 
13.40 
13.63 
13.95 

18 

8 

25.50 
23.00 
20.50 

5.82 
5.96 
6.12 

18.00 

6.32 

100.00 

10.75 

20.00 

5.15 

95.00 

10.86 

17 

7 

17.50 

5.31 

I15b 

15 

90.00 

10.99 

15.00 

5.50 

85.00         11.13 

80.00 

11.25 

17.25 

4.33 

16 

6 

14.75 

4.49 

75.00 

10.95 

12.25 

4.70 

I15a 

15 

70.00 
65.00 

11.11 
11.29 

I  5 

5 

14.75 
12.25 

3.52 
3.67 

60.00 

11.49 

9.75 

3.89 

55.00 

11.05 

10.50 

*2.81 

115 

15 

50.00 
45.00 

11.27 
11.54 

I  4 

4 

9.50 
8.50 

2.87 
2.96 

42.00 

11.70 

7.50 

3.06 

*  Denotes  that  the  value  of  D  given  is  less  than  the  distance  center  to 

center  of  beams  when  placed  close  together  with  flanges  in  contact. 

BETHLEHEM    STEEL    COMPANY.                      209 

SPACING    OF 

AMERICAN    STANDARD    CHANNELS 

*nl  Jf 

JL  _!<^"-| 

TO    PRODUCE    EQUAL   RADII    OF 
--                 GYRATION    ABOUT    BOTH               J 
AXES    XX    AND    YY. 

c    f-D-j---j  x 

Y 

Section 
Number. 

Depth 
of 
Channel, 
Inches. 

Weight 
per  Foot 
of 
each 
Channel, 
Lbs. 

Distance 
d, 

Inches. 

Distance 

D, 

Inches. 

Section 
Number. 

Depth 
of 
Channel, 
Inches. 

Weight 
per  Foot 
of 
each 
Channel, 
Lbs. 

Distance 

d, 

Inches. 

Distance 
D, 

Inches. 

6.58 

55.00 

8.53 

11.82 

21.25 

4.23 

50.00 

8.71 

11.92 

18.75 

4.38 

6.65 

C15 

15 

45.00 
40.00 

8.92 
9.15 

12.07 
12.28 

C8 

8 

16.25 
13.75 

4.54 
4.72 

6.76 
6.95 

35.00 

9.43 

12.59 

11.25 

4.94 

7.24 

33.00 

9.50 

12.68 

19.75 

3.48 

5.81 

40.00 

6.60 

9.48 

17.25 

3.64 

5.86 

C12 

12 

35.00 
30.00 

6.81 

7.07 

9.59 

9.78 

C7 

7 

14.75 
12.25 

3.80 
3.99 

5.94 
6.10 

25.00 

7.36 

10.07 

9.75 

4.22 

6.40 

20.50 

7.67 

10.49 

15.50 

2.91 

5.09 

35.00 
30.00 

5.17 
5.40 

7.95 
8.00 

C6 

6 

13.00 
10.50 

3.09 
3.28 

5.16 
5.29 

CIO 

10 

25.00 

5.67 

8.15 

8.00 

3.52 

5.59 

20.00 
15.00 

5.97 
6.33 

8.41 
8.89 

C5 

5 

11.50 
9.00 

2.34 
2.56 

4.37 
4.48 

25.00 

4.84 

7.30 

6.50 

2.79 

4.75 

C9 

9 

20.00 
15.00 

5.12 
5.49 

7.46 

7.85 

C4 

4 

7.25 
6.25 

1.85 
1.96 

3.70 
3.79 

13.25 

5.63 

8.06 

5.25 

2.06 

3.92 

210                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

}-F>     LATTICED    CHANNEL   COLUMNS 

WITH    SQUARE    ENDS. 

Allowable  stress  per  square  inch  . 

L^                       13,000  Ibs.  for  lengths  under  55  radii. 

16,000—55  ~ior  lengths  over  55  radii. 

TlflTI+Jl 

Weight 

Area 

Least 

UNSUPPORTED  LENGTH  OF  COLUMNS. 

uepin 

of  each 

of  Two 

Radius 

of 

Channel, 
Inches. 

Channel, 
Lbs.per 
Foot. 

Channels, 
Square 
Inches. 

of 

Gyration, 
Inches. 

10 

Ft. 

11 

Ft. 

12 

Ft. 

14 

Ft. 

16 

Ft. 

18 

Ft. 

55.00 

32.36 

5.16 

210.3 

210.3 

210.3 

210.3 

210.3 

210.3 

50.00 

29.42 

5.23 

191.2 

191.2 

191.2 

191.2 

191.2 

191.2 

45.00 

26.48 

5.32 

172.1 

172.1 

172.1 

172.1 

172.1 

172.1 

15 

40.00 

23.52 

5.43 

152.9 

152.9 

152.9 

152.9 

152.9 

152.9 

35.00 

20.58 

5.58 

133.8 

133.8 

133.8 

133.8 

133.8 

133.8 

33.00 

19.80 

5o62 

128.7 

128.7 

128.7 

128.7 

128.7 

128.7 

40.00 

23.52 

4.09 

152.9 

152.9 

152.9 

152.9 

152.9 

152.9 

35.00 

20.58 

4.17 

133.8 

133.8 

133.8 

133.8 

133.8 

133.8 

12 

30.00 

17.64 

4.28 

114.7 

114.7 

114.7 

114.7 

114.7 

114.7 

25.00 

14.70 

4.43 

95.6 

95.6 

95.6 

95.6 

95.6 

95.6 

20.50 

12.06 

4.61 

78.4 

78.4 

78.4 

78.4 

78.4 

78.4 

35.00 

20.58 

3.35 

133.8 

133.8 

133.8 

133.8 

132.2 

128.1 

30.00 

17.64 

3.42 

114.7 

114.7 

114.7  !  114.7 

113.9 

110.5 

10 

25.00 

14.70 

3.52 

95.6 

95.6 

95.6 

95.6 

95.6 

92.8 

20.00 

11.76 

3.66 

76.4 

76.4 

76.4 

76.4 

76.4 

75.0 

15.00 

8.92 

3.87 

58.0 

58.0 

58.0 

58.0 

58.0 

57.7 

25.00 

14.70 

3.10 

95.6 

95.6 

95.6 

95.6 

92.6 

89.4 

20.00 

11.76 

3.21 

76.4 

76.4 

76.4 

76.4 

74.7 

72.3 

9 

15.00 

8.82 

3.40 

57.3 

57.3 

57.3 

57.3 

56.9 

55.2 

13.25 

7.78 

3.49 

50.6 

50.6 

50.6 

50.6 

50.5 

49.0 

21.25 

12.50 

2.77 

81.3 

81.3 

81.3 

79.2 

76.2 

73.2 

18.75 

11.02 

2.82 

71.6 

71.6 

71.6 

70.1 

67.5 

64.9 

8 

16.25 

9.56 

2.89 

62.1 

62.1 

62.1 

61.2 

59.0 

56.8 

13.75 

8.08 

2.98 

52.5 

52.5 

52.5 

52.1 

50.3 

48.5 

11.25 

6.70 

3.11 

43.6 

43.6 

43.6 

43.6 

42.2 

40.8 

19.75 

11.62 

2.39 

75.5 

75.3 

73.7 

70.5 

67.3 

64.1 

17.25 

10.14 

2.44 

65.9 

65.9 

64.7 

61.9 

59.2 

56.4 

7 

14.75 

8068 

2.50 

56.4 

56.4 

55.7 

53.4 

51.1 

48.8 

12.25 

7.20 

2.59 

46.8 

46.8 

46.6 

44.8 

42.9 

41.1 

9.75 

5.70 

2.72 

37.1 

37.1 

37.1 

35.9 

34.5 

33.2 

15.50 

9.12 

2.07 

58.4 

57.0 

55.5 

52.6 

49.7 

46.8 

13.00 

7.64 

2.13 

49.3 

48.1 

46.9 

44.5 

42.2 

39.8 

10.50 

6.18 

2.21 

40.2 

39.3 

38.4 

36.5 

34.7 

32.8 

8.00 

476 

2.34 

30.9 

30.7 

30.0 

28.7 

27.3 

26.0 

Channels  must  be  properly  latticed  together  and  separated  not  less  than 
the  distance  d  or  D,  respectively,  as  given  in  the  table  on  page  209. 

BETHLEHEM    STEEL    COMPANY.                      211 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

LATTICED    CHANNEL   COLUMNS        ^    =1 

WITH    SQUARE    ENDS. 

11  ___^V       U 

Allowable  stress  per  square  inch: 
13,000  Ibs.  for  lengths  under  55  radii.                           II           || 

16,000—55  -  for  lengths  over  55  radii. 

UNSUPPORTED    LENGTH    OF    COLUMNS. 

Weight 
of  each 
Channel 
Lbs.per 
Foot. 

20 

Ft. 

22 

Ft. 

24 

Ft. 

26 

Ft. 

28 

Ft. 

30 

Ft. 

32 

Ft. 

36 

Ft. 

40 

Ft. 

210.3 
191.2 
172.1 
152.9 
133.8 
128.7 
150.2 
132.1 
113.9 
95.6 
78.4 
124.1 
107.1 
90.0 
72.9 
56.1 
86.3 
69.9 
53.4 
47.5 
70.2 
62.4 
54.6 
46.7 
39.4 
60.9 
53.7 
46.5 
39.3 
31.8 
43.9 
37.4 
31.0 
24.7 

210.3 
191.2 
172.1 
152.9 
133.8 
128.7 
146.4 
128.8 
111.2 
93.5 
77.5 
120.0 
103.7 
87.3 
70.8 
54.6 
83.2 
67.5 
51.7 
46.1 
67.2 
59.8 
52.5 
45.0 
38.0 
57.7 
50.9 
44.2 
37.4 
30.4 
41.0 
35.1 
29.1 
23.3 

209.2 
190.8 
172.1 
152.9 
133.8 
128.7 
142.6 
125.6 
108.5 
91.3 
75.8 
116.0 
100.3 
84.5 
68.6 
53.1 
80.0 
65.1 
50.0 
44.6 
64.3 
57.2 
50.3 
43.2 
36.5 
54.5 
48.2 
41.9 
35.6 
29.0 
38.1 
32.7 
27.3 
22.0 

205.1 
187.1 
169.1 
151.0 
133.0 
128.2 
138.8 
122.3 
105.8 
89.1 
74.0 
111.9 
96.9 
81.8 
66.5 
51.6 
76.9 
62.6 
48.3 
43.1 
61.3 
54.6 
48.1 
41.4 
35.1 
51.2 
45.5 
39.7 
33.7 
27.6 

200.9 
183.4 
165.9 
148.1 
130.6 
125.8 
135.0 
119.0 
103.0 
86.9 
72.3 
107.9 
93.5 
79.0 
64.4 
50.1 
73.8 
60.2 
46.6 
41.6 
58.3 
52.1 
45.9 
39.6 
33.7 
48.0 
42.7 
37.4 
31.9 
26.2 

196.8 
179.7 
162.6 
145.3 
128.1 
123.5 
131.2 
115.8 
100.3 
84.8 
70.6 
103.8 
90.1 
76.3 
62.3 
48.5 
70.7 
57.8 
44.9 
40.2 
55.3 
49.4 
43.7 
37.8 
32.3 

192.7 
176.0 
159.3 
142.4 
125.7 
121.2 
127.4 
112.5 
97.6 
82.6 
68.9 
99.8 
86.7 
73.5 
60.2 
47.0 
67.5 
55.4 
43.2 
38.7 
52.3 
46.9 
41.5 
36.0 
30.8 

184.4 
168.5 
152.7 
136.7 
120.8 
116.5 
119.8 
106.0 
92.2 
78.2 
65.4 
91.7 
79.8 
68.0 
55.9 
44.0 
61.3 
50.6 
39.7 
35.8 

176.1 
161.1 
146.1 
131.0 
116.0 
111.9 
112.2 
99.5 
86.7 
73.8 
61.9 
83.5 
73.0 
62.5 
51.7 
40.9 

55.00 
50.00 
45.00 
40.00 
35.00 
33.00 
40.00 
35.00 
30.00 
25.00 
20.50 
35.00 
30.00 
25.00 
20.00 
15.00 
25.00 
20.00 
15.00 
13.25 
21.25 
18.75 
16.25 
13.75 
11.25 
19.75 
17.25 
14.75 
12.25 
9.75 
15.50 
13.00 
10.50 
8.00 

55.0 
45.7 
36.3 
32.8 
40.4 
36.4 
32.8 
28.9 
25.2 

46.4 
41.7 
37.2 
32.4 
28.0 

44.8 
40.0 
35.1 
30.1 
24.9 

41.6 
37.2 

32.8 
28.2 
23.5 

35.2 
30.3 
25.4 
20.6 

32.2 
28.0 
23.6 
19.3 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

212                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

yx                  ANGLE   STRUTS  WITH   SQUARE   ENDS. 

~"5r^%T                                SINGLE   EQUAL  LEG  ANGLES. 

Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  36  radii. 

15,000—  55  -if  or  lengths  over  36  radii. 

Size 

Thick-     A™a 

Least 

UNSUPPORTED  LENGTH  OF  STRUT. 

of 

or 

Radius  of 

Angle, 
Inches. 

ness, 
Inches. 

Angle, 
Sq.  Ins. 

Gyration, 
Inches. 

Ft. 

I 

JL 

4 
Ft. 

fi 

R 

11A 

16.73 

1.55 

108.7 

108.7 

108.7 

108.7 

107.7 

104.1 

8     o 

Hs 

13.23 

1.57 

86.0 

86.0 

86.0 

86.0 

85.3 

82.5 

OXO 

9.61 

1.58 

62.5 

62.5 

62.5 

62.5 

62.0 

60.0 

y* 

7.75 

1.58 

50.4 

50.4 

50.4 

50.4 

50.0 

48.4 

i 

11.00 

1.16 

71.5 

71.5 

71.5 

70.0 

66.9 

63.7 

y\ 

8.44 

1.17 

54.9 

54.9 

54.9 

53.8 

51.4 

49.0 

OXO 

y* 

5.75 

1.18 

37.4 

37.4 

37.4 

36.7 

35.1 

33.5 

H 

4.36 

1.19 

28.3 

28.3 

28.3 

27.9 

26.7 

25.4 

i 

9.00 

.96 

58.5 

58.5 

58.2 

55.1 

52.0 

48.9 

6.94 

.97 

45.1 

45.1 

45.0 

42.6 

40.2 

37.9 

oxo 

4.75 

.98 

30.9 

30.9 

30.8 

29.2 

27.6 

26.0 

# 

3.61 

.99 

23.5 

23.5 

23.5 

22.3 

21.1 

19.9 

if 

5.84 

.77 

38.0 

38.0 

36.3 

33.8 

31.3 

28.8 

A.  T  4. 

ft 

4.18 

.78 

27.2 

27.2 

26.0 

24.3 

22.5 

20.7 

r±  A  ^ 

ft 

3.31 

.78 

21.5 

21.5 

20.6 

19.2 

17.8 

16.4 

2.40 

.79 

15.6 

15.6 

15.0 

14.0 

13.0 

12.0 

ft 

5.03 

.67 

32.7 

32.7 

30.3 

27.8 

25.3 

22.9 

A 

3.62  1      .68 

23.5 

23.5 

21.9 

20.1 

18.4 

16.6 

5/2X0/2 

ft 

2.87 

.68 

18.7 

18.7 

17.3 

16.0 

14.6 

13.2 

"ft 

2.09 

.69 

13.6 

13.6 

12.7 

11.7 

10.7 

9.7 

H 

3.36 

.57 

21.8 

21.3 

19.4 

17.4 

15.5 

13.5 

r£ 

2.75 

.58 

17.9 

17.5 

15.9 

14.4 

12.8 

11.2 

3x3 

y% 

2.11 

.58 

13.7 

13.4 

12.2 

11.0 

9.8 

8.6 

1A 

1.44 

.59 

9.4 

9.2 

8.4 

7.6 

6.8 

6.0 

tj 

2.25 

.47 

14.6 

13.7 

12.1 

10.6 

9.0 

7.4 

2i 

1.73 

.48 

11.2 

10.6 

9.4 

8.2 

7.0 

5.8 

2^x2^ 

i/ 

1.19 

.49 

7.7 

7.3 

6.5 

5.7 

4.9 

4.1 

A 

.90 

.49 

5.9 

5.5 

4.9 

4.3 

3.7 

3.1 

2.00 

.43 

13.0 

11.9 

10.4 

8.9 

7.3 

5.8 

2  ^  x2  x/ 

r£ 

1.55 

.43 

10.1 

9.2 

8.1 

6.9 

5.7 

4.5 

/4        /4 

X 

1.06 

.44 

6.9 

6.4 

5.6 

4.8 

4.0 

3.2 

vA 

.81 

.44 

5.5 

4.9 

4.3 

3.6 

3.0 

2.4 

1.56 

.39 

10.1 

9.1 

7.7 

6.4 

5.1 

2x2 

TA 

1.15 

.39 

7.5 

6.7 

5.7 

4.7 

3.8 

X 

.94 

.39 

6.1 

5.5 

4.7 

3.9 

3.0 

A 

-  .72 

.40 

4.7 

4.2 

3.6 

3.0 

2.4 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

BETHLEHEM    STEEL    COMPANY.                      213 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

ANGLE  STRUTS  WITH   SQUARE   ENDS.                  ^ 

SINGLE   EQUAL  LEG  ANGLES.                                 —  -^^^-~ 

Allowable  stress  per  square  inch  :                                        &        ^ 
13,000  Ibs.  for  lengths  under  36  radii. 

15,000—55—  for  lengths  over  36  radii. 

UNSUPPORTED  LENGTH  OF  STRUT. 

Thick- 
ness, 
Inches. 

Size 
of 
Anele, 
Inches. 

I 

ft 

I 

1O        11 

Ft.           Ft. 

1F? 

14 

Ft. 

\f 

100.5 
97.8 
58.0 
46.8 
60.6 
46.6 
31.9 
24.2 
45.8 
35.5 
24.4 
18.7 
26.3 
19.0 
15.0 
11.0 
20.4 
14.9 
11.8 
8.7 

97.0 
77.0 
56.0 
45.2 
57.5 
44.3 
30.3 
23.0 
42.8 
33.2 
22.8 
17.4 
23.8 
17.2 
13.6 
10.0 

93.4 
74.2 
54.0 
43.6 
54.3 
41.9 
28.7 
21.8 
39.7 
30.8 
21.2 
16.2 

89.9 
71.4 
52.0 
41.9 
51.2 
39.5 
27.0 
20.6 
36.6 
28.4 
19.6 
15.0 

86.3 
68.6 
50.0 
40.0 
48.1 
37.1 
25.4 
19.4 

82.7 
65.9 
48.0 
38.7 
44.9 
34.7 
23.8 
18.2 

75.6 
60.3 
44.0 
35.5 

68.5 
54.7 
40.0 
32.2 

5* 

1 
# 

l/2 
ft 
1 

itj 

8x8 
6x6 
5x5 
4x4 

3x3 

38.7 
30.0 
20.6 
15.8 

32.4 
25.2 
17.4 
13.4 

33.5 
26.1 
18.0 
13.8 

30.4 
23.7 
16.4 
12.6 

21.3 
15.4 
12.2 
9.0 
15.4 
11.3 
9.0 
6.5 

18.8 
13.7 
10.8 
8.0 



17.9 
13.1 
10.4 
7.7 
9.6 
8.1 
6.2 
4.4 

11.6 
9.7 
7.4 
5.2 
5.8 
4.6 
3.3 
2.5 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

214                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

^A               ANGLE    STRUTS   WITH    SQUARE    ENDS. 

~<i^^^                              SINGLE  UNEQUAL  LEG  ANGLES. 

Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  36  radii. 

15,000—  55-J-for  lengths  over  36  radii. 

Size 

Thick- 

Area 

Least 

UNSUPPORTED  LENGTH  OFSTRUT. 

of  Angle, 
Inches. 

ness, 
Inches. 

of  Angle, 
Square 
Inches. 

Radius  of 
Gyration, 
Inches. 

1 

Ft. 

2 
Ft. 

3 

Ft. 

4 

Ft. 

5 
Ft. 

8x6 

1 

13.00 
6.75 

1.28 

1.30 

84.5 
43.9 

84.5 
43.9 

84.5 
43.9 

84.1 
43.8 

80.7 
42.1 

1 

9.50 

.74 

61.8 

61.8 

58.5 

54.3 

50.1 

7x3)^ 

& 

4.40 

.76 

28.6 

28.6 

27.3 

25.4 

23.4 

6x4 

1 

9.00 
3.61 

.85 
.88 

58.5 
23.5 

58.5 
23.5 

57.0 
23.0 

53.5 
21.7 

50.0 
20.3 

6x3^ 

1 

H 

8.50 
3.42 

.74 

.77 

55.3 
22.2 

55.3 
22.2 

52.4 
21.3 

48.6 
19.8 

44.8 
18.3 

5x6^ 

** 

6.67 
2.56 

.75 
.76 

43.3 
16.6 

43.3 
16.6 

41.2 
15.9 

38.3 
14.8 

35.4 
13.6 

I* 

5.84 

.64 

38.0 

37.8 

34.8 

31.8 

28.7 

5x3 

A 

2.40 

.66 

15.6 

15.6 

14.4 

13.2 

12.0 

jf 

6.06 

.72 

32.9 

32.9 

31.0 

28.7 

26.4 

^ 

T\ 

2.25 

.73 

14.6 

14.6 

13.8 

12.8 

11.8 

4x3 

A 

4.69 
2.09 

.64 

.65 

30.5 
13.6 

30.3 
13.6 

27.9 
12.5 

25.5 

11.4 

23.1 
10.4 

y 

4.31 

.62 

28.0 

27.7 

25.4 

23.1 

20.9 

3)4  x3 

A 

1.93 

.63 

12.5 

12.5 

11.4 

10.4 

9.4 

y* 

3.36 

.53 

21.8 

21.0 

18.9 

16.8 

14.7 

%           >2 

% 

1.44 

.54 

9.4 

9.0 

8.2 

7.3 

6.4 

3x2^ 

TV 

2.78 
1.31 

.52 
.53 

18.1 

8.5 

17.3 

8.2 

15.6 
7.4 

13.8 
6.6 

12.0 
5.7 

^  Y   9 

* 

2.25 

.43 

14.6 

13.4 

11.7 

10.0 

8.2 

o  JL  & 

X 

1.19 

.43 

7.7 

7.1 

6.2 

5.3 

4.4 

2^x2 

2& 

2.00 
.81 

.42 
.43 

13.0 
5.3 

11.9 

4.8 

10.3 
4.2 

8.7 
3.6 

7.1 
3.0 

1  1/ 

A 

1.66 

.32 

10.1 

8.5 

6.9 

5.3 

3.7 

2X      H 

tV 

.72 

.33 

4.7 

4.0 

3.2 

2.5 

1.8 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

BETHLEHEM    STEEL    COMPANY.                      215 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

ANGLE   STRUTS   WITH    SQUARE  ENDS.                  .^ 

SINGLE  UNEQUAL  LEG  ANGLES.                           "^^^"^ 
Allowable  stress  per  square  Inch  : 
13,000  Ibs.  for  lengths  under  36  radii. 

15,000—  55—  for  lengths  over  36  radii. 

•     UNSUPPORTED  LENGTH   OF  STRUT. 

Thick- 
ness, 
Inches. 

Size 
of  ingle, 
Inches. 

6 

Ft. 

7 
Ft. 

8 
Ft. 

9 

Ft. 

10 

Ft. 

11 

Ft. 

12 

Ft. 

77.4 
40.3 

45.8 
21.5 

46.5 
19.0 

41.0 
16.9 

32.4 
12.5 

25.7 
10.8 

24.0 
10.8 

20.7 
9.3 

18.6 
8.4 

74.0 
38.6 

41.6 
19.6 

43.0 
17.6 

37.2 
15.4 

29.5 
11.4 

22.7 
9.6 

21.7 
9.8 

18.2 

8.2 

70.7 
36.9 

37.4 
17.7 

39.5 
16.2 

33.4 
13.9 

26.5 
10.3 

67.3 
35.2 

64.0 
33.5 

60.6 
31.8 

57.3 
30.1 

1 

X 

1 

TV 

1 
H 
i 
N 

** 

"* 

•k 

A 
# 
A 

\ 
** 
** 

\ 
** 

8x6 
7x3^ 
6x4 
6x3X 
5x3^ 
5x3 
4x3^ 
4x3 
3^x3 
3^x2^ 
3x2^ 
3x2 
2^x2 

33.1 
15.8 

28.9 
14.0 

32.6 
13.5 

25.8 
11.0 

20.7 
8.1 

24.6 
12.0 

29.1 
12.2 

36.1 
14.9 

29.6 
12.5 

23.6 
9.2 

16.7 

7.2 

17.1 

7.7 

13.4 
6.1 

19.7 
8.4 

19.4 
8.7 

15.8 
7.2 

14.0 
6.4 

16.3 
7.4 

10.6 
4.6 

8.5 
4.1 

12.6 
5.5 

10.3 
4.9 

6.5 
3.4 

5.6 
2.3 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

216                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

<^22J^SS7           ANGLE    STRUTS   WITH    SQUARE    ENDS. 

llpr               TWO  EQUAL  LEG  ANGLES,  BACK  TO  BACK  %"  APART. 

•*]  ^-y  "                     Allowable  stress  per  square  inch  : 
13,000  Ibs.  for  lengths  under  36  radii. 

15,000—  55  —for  lengths  over  36  radii. 

Size 
of 
Angle, 
Inches. 

Thick- 
ness, 
Inches. 

Area 
of  Two 
Angles, 
Sq.  Ins. 

Least 
Radius  of 
Gvration, 
Inches. 

UNSUPPORTED  LENGTH  OF  STRUT. 

2 

Ft, 

3 

Ft. 

4 

Ft. 

5 

Ft. 

6 

Ft. 

7 
Ft. 

217.5 
100.8 

8x8 

'2 

33.46 
15.50 

2.42 
2.50 

217.5 

100.8 

217.5 
100.8 

217.5 
100.8 

217.5 
100.8 

217.5 
100.8 

6x6 

1 

22.00 

8.72 

1.80 
1.88 

143.0 
56.7 

143.0 
56.7 

143.0 
56.7 

143.0 
56.7 

140.8 
56.2 

136.8 
54.7 

5x5 

1 

18.00 
7.22 

1.48 
1.56 

117.0 
46.9 

117.0 
46.9 

117.0 
46.9 

114.9 
,46.5 

110.9 
45.0 

106.9 
43.5 

4x4 

it 

A 

11.68 

4.80 

1.18 
1.24 

75.9 
31.2 

75.9 
31.2 

74.5 
30.9 

71.3 
29.6 

68.0 
28.3 

64.7 
27.1 

3^3* 

it 
A 

10.06 
4.18 

1.02 
1.08 

65.4 
27.2 

65.4 
27.2 

62.4 
26.2 

59.2 

25.0 

55.9 
23.7 

52.7 

22.4 

3x3 

* 

y* 

6.72 

2.88 

.88 
.93 

43.7 

18.7 

42.8 
18.5 

40.3 
17.5 

37.8 
16.5 

35.3 
15.5 

32.8 
14.4 

% 

4.50 

.74 

29.3 

27.7 

25.7 

23.7 

21.7 

19.7 

2^x2^ 

A 

1.80 

.78 

11.7 

11.2 

10.5 

9.7 

8.9 

8.2 

% 

4.00 

.66 

26.0 

24.0 

22.0 

20.0 

18.0 

16.0 

2x2 

A 

A 
A 

1.62 

3.12 
1.44 

.70 

.59 
.62 

10.5 

19.9 
9.3 

9.9 

18.2 
8.5 

9.1 

16.4 

7.7 

8.3 

14.7 
7.0 

7.6 

12.9 
6.2 

6.8 

11.2 
5.4 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

BETHLEHEM    STEEL    COMPANY.                      217 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

ANGLE    STRUTS   WITH    SQUARE    ENDS.          <s3ss||™ 

TWO  EQUAL  LEG  ANGLES,  BACK  TO  BACK  Y*'  APART.              UfP 

Allowable  stress  per  square  inch  :                                          Irk* 
13,000  Ibs.  for  lengths  under  36  radii. 

15,000—55  —  for  lengths  over  36  radii. 

UNSUPPORTED  LENGTH 

OF  STRUT. 

Thick- 
ness, 
Inches. 

Size 
of 
Anele, 
Inches. 

8 

Ft. 

9         10 

Ft.           Ft. 

12 

Ft. 

14 

Ft. 

16 

Ft. 

18 

Ft. 

20 

Ft. 

214.4 
99.9 

132.7 
53.2 

102.9 
41.9 

61.5 

25.8 

49.4 
21.1 

30.2 
13.4 

17.7 
7.4 

209.9 
97.8 

128.7 
51.6 

98.9 
40.4 

58.2 
24.5 

46.2 
19.9 

27.7 
12.4 

205.3 
95.8 

124.7 
50.1 

94.9 
38.9 

54.9 
23.2 

42.9 

18.6 

196.2 
91.7 

116.6 
47.0 

86.8 
35.8 

48.4 
20.7 

187.1 
87.6 

108.5 
44.0 

78.8 
32.8 

177.9 
83.5 

100.5 
40.9 

70.8 
29.7 

168.8 
79.4 

92.4 
37.8 

159.7 
75.3 

i* 
# 

i 
H 

i 
H 

if 
A 

tt 

A 

X 

X 

$ 

A 

X 
A 

A 

A 

8x8 
6x6 
5x5 
4x4 

3>^x3X 
3x3 
2^x2^ 
2Xx2# 
2x2 

84.3 
34.8 

54.7 
23.6 

62.8 
26.7 

41.9 
18.1 

29.9 
13.5 

35.3 
15.6 

36.4 
16.0 

20.2 
9.3 

25.2 
11.4 

13.7 

5.9 

15.7 
6.6 

12.0 
5.3 

14.0 
6.0 

9.4 
4.7 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

218                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

TANGLE  STRUTS  WITH  SQUARE  ENDS. 

TWO   UNEQUAL  LEG  ANGLES, 

^|!       „                   LONG    LEGS  BACK  TO  BACK  Vz"  APART. 

!{^                  Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  36  radii. 

15,000—55  -  for  lengths  over  36  radii. 

Size 

Thick- 

Area of 

Least           UNSUPPORTED  LENGTH  OF  STRUT. 

of 
Angle, 

ness, 
Inches. 

Two 

Radius  of 
Gyration, 

3 

4 

5 

6 

7 

8 

Inches. 

Sq.  Ins. 

Inches. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

1 

26.00 

2.49 

169.0 

169.0 

169.0 

169.0 

169.0 

167.4 

*A 

19.88 

2.52 

129.2 

129.2 

129.2 

129.2 

129.2 

128.3 

8x6 

H 

16.72 

2.51 

108.7 

108.7 

108.7 

108.7 

108.7 

107.8 

15.12 

2.50 

98.3 

98.3 

98.3 

98.3 

98.3 

97.4 

,  T* 

13.50 

2.48 

87.8 

87.8 

87.8 

87.8 

87.8 

86.9 

i 

19.00 

1.50 

123.5 

123.5 

121.6 

117.4 

113.2 

109.1 

& 

14.62 

1.44 

95.0 

95.0 

92.9 

89.5 

86.2 

82.8 

7x3^2 

H 

12.34 

1.42 

80.2 

80.2 

7'8.2 

75.3 

72.5 

69.6 

10.00 

1.39 

65.0 

65.0 

63.1 

60.8 

58.4 

56.0 

A' 

8.80 

1.39 

57.2 

57.2 

55.6 

63.5 

51.4 

49.3 

i 

18.00 

1.79 

117.0 

117.0 

117.0 

115.1 

111.8 

108.5 

H 

13.88 

1.74 

90.2 

90.2 

90.2 

88.3 

85.7 

83.0 

H 

11.72 

1.71 

76.2 

76.2 

76.2 

74.3 

72.1 

69.8 

^ 

9.50 

1.69 

61.8 

61.8 

61.8 

60.1 

58.3 

56.4 

8.36 

1.68 

54.3 

54.3 

54.3 

52.8 

51.2 

49.6 

TVs 

7.22 

1.67 

46.9 

46.9 

46.9 

45.6 

44.2 

42.7 

l 

17.00 

1.56 

110.5 

110.5 

109.5 

105.9 

102.3 

98.7 

}i 

13.12 

1.51 

85.3 

85.3 

84.1 

81.2 

78.3 

75.6 

y& 

11.10 

1.48 

72.2 

72.2 

70.9 

68.4 

65.9 

63.5 

oxo/£ 

% 

9.00 

1.45 

58.5 

58.5 

57.3 

55.2 

53.2 

51.1 

A 

7.94 

1.44 

51.6 

51.6 

50.5 

48.6 

46.8 

45.0 

# 

6.84 

1.44 

44.5 

44.5 

43.5 

41.9 

40.3 

38.8 

ft 

13.34 

1.53 

86.7 

86.7 

85.7 

82.8 

79.9 

77.0 

H 

9.84 

1.56 

64.0 

64.0 

63.4 

61.3 

59.2 

57.1 

5x3^ 

/23 

8.00 

1.54 

52.0 

52.0 

51.4 

49.7 

48.0 

46.3 

6.10 

1.51 

39.7 

39.7 

39.1 

37.8 

36.4 

35.1 

A 

6.12 

1.50 

33.3 

33.3 

32.8 

31.6 

30.5 

29.4 

H 

11.68 

1.37 

75.9 

75.9 

73.5 

70.7 

67.9 

65.1 

ft 

9.22 

1.33 

59.9 

59.9 

57.7 

55.4 

53.1 

50.8 

5x3 

7.50 

1.30 

48.8 

48.6 

46.7 

44.8 

42.9 

41.0 

y** 

5.72 

1.27 

37.2 

37.0 

35.5 

34.0 

32.5 

31.0 

A 

4.80 

1.27 

31.2 

31.0 

29.7 

28.5 

27.2 

25.9 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

BETHLEHEM    STEEL    COM  PA  NY.                      219 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

ANGLE  STRUTS  WITH  SQUARE  ENDS.           ^^ 

TWO  UNEQUAL  LEO  ANGLES,                                    II) 
LONG  LEGS  BACK  TO  BACK  Vz"  APART. 

Allowable  stress  per  square  Inch  :                                         "SH^" 
13,000  Ibs.  for  lengths  under  36  radii. 

15,000—65  yfor  lengths  over  36  radii. 

UNSUPPORTED  LENGTH  OF  STRUT. 

Thick- 
ness, 
Inches. 

Size 
of 
Angle, 
Inches. 

9 

Ft. 

10 

Ft. 

11 

Ft, 

12 

Ft. 

14 

Ft. 

16 

Ft. 

18 

Ft. 

20 

Ft. 

164.0 
125.7 
105.6 
95.4 
85.1 

104.9 
79.5 
66.7 
53.6 
47.2 

105.1 
80.4 
67.5 
54.6 
47.9 
41.3 

95.1 
72.6 
61.0 
49.1 
43.2 
37.2 

74.2 
55.1 
44.6 
33.8 
28.3 

62.3 
48.6 
39.1 
29.5 
24.7 

160.5 
123.1 
103.4 
93.4 
83.3 

100.7 
76.1 
63.9 
51.3 
45.1 

101.8 
77.8 
65.3 
52.7 
46.3 
39.9 

91.5 
69.7 
58.5 
47.0 
41.4 
35.6 

71.3 
53.0 
42.9 
32.4 
27.1 

59.5 
46.3 
37.2 
28.0 
23.4 

157.1 
120.5 
101.2 
91.4 
81.5 

96.5 
72.8 
61.0 
48.9 
43.0 

98.5 
75.1 
63.0 
50.8 
44.6 
38.5 

87.9 
66.9 
56.0 
45.0 
39.5 
34.1 

68.4 
50.9 
41.1 
31.1 
26.0 

56.7 
44.0 
35.3 
26.6 
22.2 

153.7 
117.9 
99.0 
89.5 
79.7 

92.3 
69.4 
58.1 
46.5 
40.9 

95.2 
72.5 
60.8 
49.0 
43.0 
37.0 

84.3 
64.0 
53.6 
42.9 
37.7 
23.5 

65.5 
48.8 
39.4 
29.8 
24.9 

53.8 
41.7 
33.4 
25.1 
20.9 

146.8 
112.7 
94.6 
85.5 
76.1 

139.9 
107.4 
90.2 
81.5 
72.5 

133.0 
102.2 
85.8 
77.5 
68.9 

126.1 
97.0 
81.4 
73.5 
65.3 

1 
K 
*9 
#* 

& 

i; 

> 
& 

# 

& 

*» 

A 

«w 

y* 

H* 

8x6 
7x3^ 
6x4 

6x3>£ 

5x3^ 
5x3 

84.0 
62.7 
52.4 
41.8 
36.8 

88.5 
67.2 
56.2 
45.3 
39.7 
34.2 

77.2 
58.3 
48.6 
38.8 
34.1 
29.4 

59.8 
44.7 
36.0 
27.1 
22.6 

75.6 
56.0 
46.7 
37.0 
32.6 

67.3 
49.3 

40.9 
32.3 

28.4 

81.9 
62.0 
51.7 
41.6 
36.4 
31.3 

70.0 
52.5 
43.7 
34.7 
30.4 
26.2 

54.0 
40.5 
32.6 
24.4 
20.4 

75.3 
56.7 
47.2 
37.9 
33.1 
28.5 

68.6 
51.5 
42.7 
34.2 
29.9 
25.6 

62.8 
46.8 
38.7 
30.6 
26.8 
23.1 

48.3 
36.3 
29.1 
21.8 
18.1 



48.2 
37.1 
29.6 
22.1 
18.4 

42.6 
32.5 
25.8 
19.1 
15.9 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

220                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

ANGLE  STRUTS  WITH  SQUARE  ENDS-(Continued). 

TWO    UNEQUAL    LEG    ANGLES, 

^UP                              LONG  LEGS  BACK  TO    BACK   Y2"  APART. 

->!!<-,,"                      Allowable  stress  per  square  inch  : 

13,000  Ibs.  for  lengths  under  36  radii. 

15,000—55  —  for  lengths  over  36  radii. 

Size 

nf 

Thick-      Area 

Least 

UNSUPPORTED    LENGTH   OF  STRUT. 

01 

AnHe, 

a,  !*£ 

Radius  of 
Gyration, 

2 

3 

4 

5 

6 

7 

Inches. 

Sq.  ins. 

Inches. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

n 

10.12!   1.20 

65.8 

65.8 

64.8 

62.0 

59.2 

56.4 

4x3% 

\/ 

7.00 

1.23 

45.5 

45.5 

45.0 

43.1 

41.2 

39.4 

y* 

5.34 

1.25 

34.7 

34.7 

34.4 

33.0 

31.6 

30.2 

ft 

4.50 

1.26 

29.3 

29.3 

29.0 

27.9 

26.7 

25.5 

* 

9.38 

1.22 

61.0 

61.0 

60.2 

57.7 

55.1 

52.6 

4x3 

Ki 

6.50 

1.25 

42.3 

42.3 

41.9 

40.2 

38.5 

36.7 

4.96 

1.26 

32.2 

32.2 

32.0 

30.7 

29.4 

28.1 

T\8 

4.18 

1.27 

27.2 

27.2 

27.0 

25.9 

24.8 

23.7 

^ 

8.62 

1.04 

56.1 

56.1 

53.7 

51.0 

48.2 

45.5 

3^x3 

yz 

6.00 

1.07 

39.0 

39.0 

37.6 

35.7 

33.9 

32.0 

y& 

4.60 

1.09 

29.9 

29.9 

28.9 

27.5 

26.1 

24.8 

ft 

3.86 

1.10 

25.1 

25.1 

24.3 

23.2 

22.0 

20.8 

# 

6.72 

1.07 

43.7 

43.7 

42.1 

40.0 

38.0 

35.9 

y*- 

5.50 

1.09 

35.8 

35.8 

34.6 

32.9 

31.3 

29.6 

3^x2^ 

y% 

4.22 

1.10 

27.4 

27.4 

26.6 

25.3 

24.1 

22.8 

ft     !    3.56 

1.11 

23.1 

23.1 

22.5 

21.4 

20.4 

19.3 

2.88 

1.12 

18.7 

18.7 

18.2 

17.4 

16.5 

15.7 

T9-B" 

5.56 

.91 

36.1 

35.7 

33.6 

31.6 

29.6 

27.6 

3x2^ 

ft* 

4.44 
3.24 

.92 
.94 

28.9 
21.1 

28.5 
20.9 

26.9 
19.8 

25.3 
18.6 

23.7 
17.5 

22.2 
16.3 

V 

2.62 

.95 

17.0 

16.9 

16.0 

15.1 

14.2 

13.3 

\/z 

4.50 

.92 

29.3 

28.9 

27.3 

25.7 

24.1 

22.5 

3  Y9 

'  ft  !    3.46 

.94 

22.5 

22.3 

21.1 

19.9 

18.7 

17.4 

O  A.  Zl 

ft        2.94 

.95 

19.1 

19.0 

18.0 

16.9 

15.9 

14.9 

X 

2.38 

.93 

15.5 

15.3 

14.5 

13.6 

12.8 

11.9 

j£ 

4.00 

.75 

26.0 

24.7 

23.0 

21.2 

19.4 

17.7 

2^x2 

X 

3.10 
2.12 

.77 
.78 

20.2 
13.8 

19.3 
13.2 

17.9 
12.3 

16.6 
11.4 

15.3 
10.5 

13.9 
9.6 

ft 

1.62 

.79 

10.5 

10.1 

9.4 

8.8 

8.1 

7.4 

& 

3.12 

.77 

203 

19.4 

18.1 

16.7 

15.4 

14.0 

9  1/    IV 

2.32 

.77 

15.1 

14.4 

13.4 

12.4 

11.4 

10.4 

/2X     /2 

I/ 

1.88 

.75 

12.2 

11.6 

10.8 

10.0 

9.1 

8.3 

ft 

1.44 

.73 

9.4 

8.8 

8.2 

7.5 

6.9 

6.2 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greater  than  125  radii. 

BETHLEHEM    STEEL    COMPANY.                      221 

SAFE  LOADS  IN  TONS  OF  2000  IBS,  FOR 
ANGLE  STRUTS  WITH  SQUARE  ENDS-(Contlnued).       ™_ 

TWO    UNEQUAL    LEG    ANGLES,                                         <II> 
LONG  LEGS  BACK  TO    BACK    ,V   APART.                              iff) 
Allowable  stress  per  square  inch  :                                               "*{{*•#" 
13,000  Ibs.  for  lengths  under  36  radii. 

15,000—55  -1  for  lengths  over  36  radii. 

UNSUPPORTED  LENGTH   OF  STRUT 

Thick- 
ness, 
Inches 

Size 
of 
Anzle, 
Inches. 

8             9 
Ft.           Ft. 

10 

Ft. 

11 

Ft. 

12 

Ft. 

13 

Ft. 

14 

Ft. 

15 

Ft. 

53.6 
37.5 

28.8 
24.3 

50.1 
35.0 
26.8 
22.7 

42.8 
30.2 
23.4 
19.7 

33.8 
27.9 
21.5 
18.2 
14.8 

25.6 
20.6 
15.2 
12.4 

20.8 
16.2 
13.9 
11.1 

15.9 
12.6 
8.7 
6.7 

50.9 
35.6 
27.4 
23.1 

47.5 
33.3 
25.5 
21.6 

40.0 
28.3 
22.0 
18.5 

31.7 
26.3 
20.3 
17.2 
14.0 

23.6 
19.0 
14.1 
11.5 

19.2 
15.0 
12.9 
10.2 

48.1 
33.7 
26.0 
22.0 

45.0 
31.6 
24.2 
20.5 

37.3 
26.5 
20.6 
17.4 

29.7 
24.6 
19.0 
16.1 
13.1 

21.5 
17.4 
12.9 
10.5 

17.6 
13.8 
11.8 
9.4 

45.3 

31.8 
24.5 

20.8 

42.4 
29.9 
22.9 
19.4 

34.6 
24.6 
19.2 
16.2 

27.6 
22.9 
17.7 
15.1 
12.3 

42.5 

30.0 
23.1 
19.6 

39.9 
28.2 
21.6 
18.3 

39.7 

28.1 
21.7 
18.4 

37.4 

26.4 
20.3 
17.2 

36.9 
26.2 
20.3 
17.3 

34.8 
24.7 
19.0 
16.1 

26.4 
19.1 
15.0 
12.7 

21.4 
17.9 
13.9 
11.9 
9.7 

34.2 
24.3 
18.9 
16.1 

32.3 
23.0 
17.7 
15.1 

# 

;:• 
,< 

/ 
.* 

TS 

X 

y* 
•* 

\ 

% 
TV 

'/2 
,* 

TV 
#, 

/ 

A 
A 

T\ 

\ 

4x3^ 
4x3 
3^x3 

3^x2^ 

3x2/2 
3x2 

2^x2 
2^x1  y2 

31.8 
22.8 
17.8 
15.1 

25.5 
21.3 
16.5 
14.0 
11.4 

17.5 
14.2 
10.7 

8.7 

14.4 
11.4 

9.8 
7.7 

29.1 
20.9 
16.4 
13.9 

23.5 
19.6 
15.2 
12.9 
10.6 

19.5 
15.8 
11.8 
9.6 

16.0 
12.6 
10.8 
8.6 

14.2 
11.3 

7.8 
6.1 

11.4 

8.5 
6.7 
4.9 

12.4 
10.0 
6.9 
5.4 

10.0 
7.5 
5.8 
4.3 

12.7 
9.4 
7.5 
56 

Loads  to  the  right  of  the  zigzag  line  are  for  lengths  greate"  than  125  radii. 

222                       BETHLEHEM    STEEL    COMPANY. 

MINIMUM  SPANS  IN  FEET  ON  WHICH  THE  CONNECTION  ANGLES  FOR 

AMERICAN   STANDARD  I  BEAMS 

CAN  BE  USED  FOR  GREATEST  SAFE  UNIFORMLY 
DISTRIBUTED    LOADS. 

Depth 
of 
Beam, 
Inches. 

Weight 
per 
Foot, 
Lbs? 

LEAST  SPAN  IN  FEET  FOR  VARIOUS  CONDITIONS. 

Rivets:  She 

wring  10,000  Lbs., 

bearing  20,000  Lbs.  per  Square  Inch. 

Field 
Connection. 
Rivet  Shear, 
8,000  Lbs.  per 
Square  Inch. 

Connec- 
tion to 
Web  of 
Beam. 

Field 
Connec- 
tion. 

When  two  beams  frame  opposite  each  other 
to  a  beam  or  girder  with  a  web  thickness 
as  follows  : 

Ty 

X"  |&" 

3A" 

TV 

X" 

24 

80. 

17.7 

15.0 

15.7 

17.7 

20.2 

23.5 

28.3 

35.4 

18.8 

20 
20 

80. 
65. 

14.8 
13.9 

14.8 
11.8 

15.4 
12.3 

17.4 
13.9 

19.9 
15.8 

23.2 
18.5 

27.8 
22.2 

34.8 

27.7 

18.5 
14.7 

18 

55. 

13.7 

10.7 

11.2 

12.6 

14.4 

16.7 

20.1 

25.1 

13.4 

15 
15 
15 

80. 
60. 
42. 

10.7 
8.2 
8.5 

16.0 
12.2 

8.9 

16.8 
12.8 
9.3 

18.9 
14.4 
10.5 

21.6 
16.5 
12.0 

25.1 
19.2 
13.9 

30.2 
23.1 
16.7 

37.7 

28.9 
20.9 

20.0 
15.3 
11.1 

12 
12 

40. 
31.5 

6.9 
7.3 

9.0 
7.2 

9.4 

7.6 

10.6 

8.5 

12.1 
9.7 

14.2 
11.4 

17.0 
13.6 

21.2 
17.1 

11.3 
9.1 

10 

25. 

9.3 

7.4 

7.7 

8.7 

9.9 

11.6 

13.9 

17.4 

9.2 

9 

21. 

7.7 

5.7 

6.0 

6.7 

7.7 

8.9 

10.7 

13.4 

7.1 

8 

18. 

6.2 

4.3 

4.5 

5.1 

5.8 

6.7 

8.1 

10.1 

5.4 

7 

15. 

4.9 

3.1 

3.3 

3.7 

4.2 

4.9 

5.9 

7.4 

3.9 

6 

12.25 

5.6 

4.4 

4.6 

5.2 

5.9 

6.9 

8.3 

10.3 

5.5 

5 

9.75 

4.1 

2.9 

3.1 

3.4 

3.9 

4.6 

5.5 

6.9 

3.7 

4 

7.50 

2.8 

1.8 

1.9 

2.1 

2.4 

2.8 

3.4 

4.2 

2.3 

The  greatest  value  given  of  the  least  span  for  any  of  the  governing 
conditions  is  the  minimum  span  for  which  the  connection  may  be  used. 

WEIGHTS  OF  CONNECTION  ANGLES  FOR  STANDARD  X    BEAMS. 

Depth  of           Weight  of 
Beam.          One  Connection. 

Depth  of 
Beam. 

Weight  of             Depth  of 
One  Connection.           Beam. 

Weight  of 
)ne  Connection. 

24  Inches.     32  Lbs. 
20       "          28     " 
18       "          24     " 
15       "         .24-  " 

12  Inches. 
10       " 

9       " 
8       " 

18  Lbs.         7  Inches. 
12     '4           6       " 
12     "           5       " 

12     «           4       " 

12  Lbs. 
7     " 
7     " 
5     " 

Weights  given  do  not  include  rivets  for  field  connections. 

BETHLEHEM    STEEL    COMPANY. 


223 


CONNECTION    ANGLES 
FOR    AMERICAN    STANDARD   X    BEAMS 


AND    CHANNELS. 


24"! 


t     •     T  r$f 

-l.-f~f-4-.~x?8  10;  9;  8' and  7 


^"  2-Ls.  6"  x  4'^x  %* 

All  holes  ^1"  diameter  for  %"  diameter  rivets  or  bolts. 


224                     BETHLEHEM 

STEEL    COMPAN 

Y. 

CAST  IRON 

SEPARATORS  FOR 

AMERICAN    STANDARD   X    BEAMS. 

c 

• 

J 

1 

i 

I 

Separators  for 
Separators  for 

*__.S.__>I                                                [c  S~*j 

18,  20  and  24  inch  beams  are  %  inch  metal. 
6  to  15  inch  beams  are  %  inch,  metal. 

Separators  for 

3,  4  and  5  inch  beams  are  %  inch  gas  pipe. 

SEPARATORS 

WITH    TWO    BOLTS. 

DESIGNATION  OF  BEAM. 

DISTANCES. 

BOLTS. 

WEIGHTS  IN  POUNDS. 

Out  to 

Center  wi<u 

h 

Separators. 

Bolts  and  Nuts. 

Section 
Number. 

Depth, 
Inches. 

Weight 
per 
Foot, 
Pounds. 

Out  of 
Flanges 
of 
Beams, 

to 
Center 
of 
Beams. 
Inches 

of 

Sepa- 
rator, 
Inches. 

Center 
to     Length 
Center,  Inches 
Inches,  j 

Sepa- 
rators 
for 
Width 

Increase 
for  i" 
Additional 
Spread 

Bolts 
and 
Nuts  for 
Width 

Increase 
for  1" 
Additional 
Spread 

S 

C 

S 

of  Beams. 

S 

of  Beams. 

124 

24 

80.00 

14 

V, 

7# 

7 

12# 

9 

28.2 

3.65 

3.1 

.25 

I20a 

20 

80.00 

14 

1A 

7/^5 

6% 

10 

9 

22.9 

3.00 

3.1 

.25 

120 

20 

65.00 

13 

63^ 

654 

10 

8* 

21.0 

3.00 

2.9 

.25 

118 

18 

55.00 

12  Hi 

6 

10 

8 

18.7 

2.70 

2.8 

.25 

I15b 

15 

80.00 

133/R 

7 

6'/ 

t 

1 

7^ 

8tf 

12.6 

1.65 

3.0 

.25 

I15a 

15 

60.00 

X 

6/4 

57/ 

I 

7^ 

8 

12.2 

1.65 

2.8 

.25 

Z15 

15 

42.00 

11* 

6 

5fi 

j 

7^ 

*ll/2 

11.8 

1.65 

2.7 

.25 

I12a 

12 

40.00 

11 

5^ 

5* 

5 

1% 

9.3 

1.30 

2.6 

.25 

112 

12 

31.50 

10 

5*< 

/ 

5 

7 

9.3 

1.30 

2.6 

.25 

SEPARATORS 

WITH    ONE    BOLT 

110 

10 

25.00 

9 

7/K 

5* 

47/ 

j 

W? 

6.5 

1.10 

1.2 

.125 

19 

9 

21.00 

9 

43^ 

4'/ 

I 

6 

5.7 

1.00 

1.2 

.125 

18 

8 

18.00 

8 

y* 

^/2 

4^ 

f 

SK 

4.8 

.85 

1.2 

.125 

17 

7 

15.00 

77/K 

4# 

4 

5* 

4.1 

.75 

1.1 

.125 

16 

6 

12.25 

7 

l/K 

33^: 

35* 

5 

3.5 

.65 

1.1 

.125 

15 

5 

9.75 

6 

l/> 

3'/? 

354 

/ 

h 

43^ 

0.3 

.10 

1.0 

.125 

14 

4 

7.50 

5 

% 

3 

^X 

0.3 

.10 

1.0 

.125 

13 

3 

5.50 

5 

1A 

2« 

23^ 

f 

i 

4 

0.3 

.10 

1.0 

.125 

All  bolts  %  inch  diameter. 

BETHLEHEM    STEEL    COMPANY. 


226 


DETAIL  DIMENSIONS  FOR 

AMERICAN    STANDARD   X  BEAMS. 


P 

-->(*-*lK 


Section 
Number. 


124 


120  a 


120 


118 


115  b 


Depth 

Beam. 
Inches. 


24 


20 


20 


18 


15 


Weight 

per  Foot, 

Lbs. 


100.00 
95.00 
90.00 
85.00 
80.00 

100.00 
95.00 
90.00 
85.00 
80.00 

75.00 
70.00 
65.00 

70.00 
65.00 
60.00 
55.00 

100.00 
95.00 
90.00 
85.00 
80.00 


DIMENSIONS    IN    INCHES. 


7** 


6H 


w 


H 
T9* 


41* 

%i 
fl 


II 


l* 

*r 

It 

it 


20^ 

20^ 


20^ 
20^ 


17 
17 
17 


K 


15X 


11 
11 
11 
11 
11 


IK 


IK 

1/8 

2 
2 
2 
2 
2 


B 

fj- 


ii 

M 


if 
fi 

If 

H 

« 
H 

H 


B 


4 
4 
4 
4 
4 

4 

4 

4 

4       6H 

4 

*tt 

5T9* 
5^ 


3X 


6A 


«A 


511 


Maximum 

Rivet  or 

Bolt. 


IV 

A 


A 

T7. 

A 


A 


226 

BETHLEHEM    STEEL    COMPANY. 

DETAIL  DIMENSIONS  FOR 

AMERICAN   STANDARD   X  BEAMS 

(CONTINUED). 

-A-                         -A»            **" 

TT' 

Ji,                   ' 

i 

-f- 

H-f 

\  ; 

0  0 

f|  'f  [1 

B 

i 

o  o 

I 

1} 

K 

** 

1  • 

K 

k-  -B-  *i                -»i  k  -  c  =K  w  +  He  " 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per  Foot, 
Lbs. 

DIMENSIONS    IN    INCHES. 

Maximum 
Rivet  or 
Bolt. 

F 

W 

L 

K 

G 

A 

B 

c 

75.00 

H* 

II 

11* 

] 

f< 

it 

3X 

5X 

X 

X 

115  a 

15 

70.00 
65.00 

§A 

Hi 

11% 

1 
] 

« 

^ 

it 

it 

3X 

5^f 

5y^ 

TV 

A 

Y\/4 

60.00 

6 

if 

11  % 

IX 

it 

3X 

5X 

H 

X 

55.00 

5X 

tit 

12X 

IX 

^ 

3 

5X 

H 

X 

115 

15 

50.00 
45.00 

Hi 
Hi 

*!. 

12* 

IX 
IX 

\ 

3 
3 

s 

ft 

*, 

42.00 

5^ 

if 

12# 

IX 

% 

3 

5A 

X 

X 

55.00 

Hi 

it 

9X 

1 

^8 

H 

3 

6« 

# 

X 

112  a 

12 

50.00 
45.00 

Hi 

Hi 

H 

9X 

1 
1 

H 
H 

H 
li 

3 

3 

S 

TV 

Xx 

40.00 

5  /^ 

1! 

9X 

IX 

tt 

3 

5^ 

A 

X 

35.00 

~57i 

? 

93^ 

1 

y 

H 

23/ 

5  7^ 

ft 

X 

112 

12 

31.50 

5 

H 

9X 

IX 

if 

2X 

5X 

X 

40.00 

8ft 

# 

8 

1 

H 

2X 

5^ 

TV 

* 

35.00 

451 

JT 

8 

1 

i* 

2X 

5X 

X 

A 

110 

10 

30.00 

4ft 

if 

8 

1 

if 

2X 

5^ 

ft 

X 

25.00 

«fi 

ft 

8 

1 

if 

2X 

«A 

X 

X 

35.00 

4Jf 

H 

7 

1 

ft- 

2^ 

5^ 

A 

X 

Tq 

9 

30.00 

4tf 

If 

7 

1 

A 

2^ 

5T9* 

)i 

X 

25.00 

4ff 

li 

7 

1 

TV 

2^ 

5iV 

ft 

X 

21.00 

4fi 

g 

7 

1 

A 

2X 

8ft 

% 

jj 

BETHLEHEM    STEEL   COM  PA  NY.                      227 

DETAIL  DIMENSIONS  FOR 

AMERICAN   STANDARD   X  BEAMS 

(CONTINUED). 

-* 
i 
1 
F 

I  - 
.*._ 
K 

V                   -^G 

A 

-JL 

K 

e^2^^^ 

^^= 

"? 

|, 

t- 

g 

O  0 

o  o 

1 

Jl 

k- 

i 

S&1S3S1 

Section 
Number. 

Depth 
of 
Beam, 
Inches. 

Weight 
per  Foot, 
Lbs. 

DIMENSIONS    IN    INCHES. 

Maximum 
Rivet  or 
Bolt. 

F 

W 

L 

K 

G 

A 

B 

c 

25.50 

4il 

H 

6X 

# 

i! 

2X 

«A 

N 

X 

18 

8 

23.00 

*tt 

A 

6X 

? 

i 

If 

2X 

5T'S 

T*5 

X 

20.50 

4* 

If 

6X 

% 

H 

2X 

5f^ 

X 

X 

18.00 

4 

H 

6X 

^ 

H 

2X 

6A 

A 

X 

20.00 

3# 

H 

5X 

« 

^8 

2X 

5  ^2 

A 

H 

17 

7 

17.50 

3M 

If 

5X 

^ 

< 

^ 

2X 

5^8 

X 

% 

15.00 

3ft 

X 

5X 

K 

X 

2X 

5X 

A 

y* 

17.25 

Hi 

tt 

4X 

J 

i 

H 

2 

5^ 

A 

H 

16 

6 

14.75 

3|f 

If 

4>£ 

X 

H 

2 

5J^ 

X 

% 

12.25 

Hi 

if 

4^ 

> 

< 

U 

2 

5X 

A 

% 

14.75 

3if 

X 

3^ 

X 

A 

IX 

sy* 

A 

X 

15 

5 

12.25 

3A 

H 

3^ 

1 

< 

A 

IX 

5yt 

X 

% 

9.75 

3 

if 

M 

X 

A 

IX 

5X 

A 

y* 

10.50 

VA 

if 

2X 

1 

-1 

A 

1# 

8A 

A 

y* 

14 

4 

9.50 
8.50 

3 

H 

H 

K 

^ 

-1 

A 
A 

^ 

5^8 

5X 

X 
A 

1A 

y* 

7.50 

2ft 

ft 

2Xj 

«    A 

^ 

«A 

A 

X 

228                     BETHLEHEM    STEEL    COMPANY. 

DETAIL  DIMENSIONS  FOR 

J 

K 

| 

IMi 

**-- 
,i 

ii 

IL 

:RIC/S 

kN    STfl 

Lu 

\n 

JIT 

tND 

ARD    CHANN 

02Z2"~              ~~~~~*4C 

ELS. 

1W 

\         1 

-i--  \ 

'-*- 

I     1 

:  1 

',    n 

44 

?fe~-v 

A 

r> 

**•            -*;  j. 

c^w+Me" 

Section 
Number. 

Depth 
of 
Chan- 
nel, 
Inches. 

Weight 
per  Foot, 
Lbs. 

DIMENSIONS    IN    INCHES. 

Maximum 
Rivet 
or  Bolt 

F 

W 

L 

K 

G 

A 

B 

!  c 

55.00 

Hi 

if 

12V 

1/8 

H 

2^ 

3ft 

% 

V 

50.00 

3|f 

If 

12V 

1# 

>6 

W 

3^ 

H 

V 

C15 

15 

45.00 
40.00 

«H 

H 
H 

12V 
12V 

1/8 

X 
H 

2X 

3 

** 

V 
V 

35.00 

3H 

H 

12V 

1/8 

Ii 

lf/8 

2}i 

K 

V 

33.00 

3|f 

ii 

12V 

1/8 

fi 

1% 

27/s 

X 

V 

40.00 

Ml 

II 

10 

1 

if 

2 

W 

H 

V 

35.00 

3Ji 

Ii 

10 

1 

If 

2 

t>y* 

H 

V 

012 

12 

30.00 

Hi 

If 

10 

1 

If 

2 

3 

A 

V 

25.00 

8ft 

If 

10 

1 

if 

1% 

2# 

A 

V 

20.50 

m 

A 

10 

1 

If 

1* 

2H 

N 

V 

35.00 

3& 

If 

8V 

fl 

# 

2 

3ft 

« 

V 

30.00 

Ij  U 

tt 

8V 

7A 

H 

2 

3r3F 

V 

V 

CIO 

10 

25.00 

O5  7 

H 

8V 

7/s 

/8 

2 

3 

^ 

X 

20.00 

2fJ 

?i 

8V 

H 

A 

in 

2# 

A 

V 

15.00 

2|f 

ii 

8V 

ft 

A 

i^ 

2^ 

A 

V 

25.00 

2H 

If 

7V 

H 

/8 

i^ 

3^ 

ii 

V 

09 

9 

20.00 
15.00 

O2  1 

O3  1 

H 
A 

7V 

7V 

7/s 

/8 
if 

i^ 

1/8 

2}| 

H 

V 

13.25 

2A 

H 

7V 

% 

If 

l/82^ 

A 

V 

BETHLEHEM    STEEL    COMPANY.                      229 

DETAIL  DIMENSIONS  FOR 

AMERICAN    STANDARD   CHANNELS 

(CONTINUED). 

K  Kr*}*  *•  4**!*                                 tizzar-       $  c 

G*  (T                                        H  L« 

i 

;""f 

>-*- 

\  I 

;  I 

1         1 
J5S=rx_ 

'                                                 'K-B-H                 -^o-Hw+M.' 

Section 
Number. 

Depth 
of 
Chan- 
nel, 
Inches. 

Weight 
per  Foot, 
Lbs. 

DIMENSIONS    IN    INCHES. 

Maiimum 
Rivet  or 
Bolt. 

F 

w 

L 

K 

G 

A 

B 

C 

21.25 

2# 

fl 

6X 

% 

X 

IK 

8* 

fij 

X 

18.75 

2H 

H 

6X 

^ 

^ 

IK 

3 

A 

X 

C8 

8 

16.25 

2lV 

II 

6X 

^ 

X 

IK 

2^ 

T'J 

X 

13.75 

2M 

« 

6J< 

^ 

X 

^X 

2}| 

N 

/^ 

11.25 

2H 

A 

6X 

X 

% 

IX 

2X 

X 

19.75 

2|f 

X 

5^ 

X 

^8 

IK 

3^ 

H 

X 

17.25 

*H 

fi 

5^4 

X 

Ji 

IK 

3 

A 

8 

C7 

7 

14.75 

2j| 

i! 

5  ^z 

X 

H 

IX 

2rt 

X 

H 

12.25 

HI 

A 

5  /^ 

X 

H 

IX 

2H 

ji 

H 

9.75 

2j\ 

H 

5^ 

X 

H 

IX 

2H 

X 

H 

15.50 

2ft 

A 

4^ 

X 

H 

1# 

«A 

X 

X 

C6 

6 

13.00 

2ft 

A 

4  /^ 

X 

U 

1^ 

2T  6 

X 

X 

10.50 

2^ 

A 

4^ 

X 

H 

IK 

2it 

^8 

X 

8.00 

l*f 

if 

4^ 

X 

U 

IK 

2H 

X 

X 

11.50 

2ft 

if 

3X 

N 

A 

IX 

3 

A 

X 

C5 

5 

9.00 

1H 

H 

3X 

X 

A 

IX 

2tt 

X 

J^ 

6.50 

IX 

A 

3X 

X 

A 

1 

2H 

X 

X 

7.25 

iff 

H 

2X 

X 

A 

1 

2f3 

rt 

/"Z 

C4 

4 

6.25 

IH 

H 

2X 

X 

A 

1 

2X 

T55 

1^ 

5.25 

1H 

A 

2X 

X 

A 

1 

2H 

X 

Ji 

1 

230 


BETHLEHEM    STEEL    COMPANY. 


RIVET    SPACING    FOR    ANGLES. 

ALL   DIMENSIONS  ARE    IN   INCHES. 


STANDARD  SPACING  OF  GAUGE    LINES. 


Length 
of  Leg. 


GAUGES. 


B 


Maximum 
Rivet. 


Length 
of  Leg. 


GAUGE. 


Maximum 
Rivet. 


5 

i* 

3 

5* 


I* 


IV 

IX 


STAGGERED   DISTANCE  CENTERS  OF  RIVETS. 

TABLE  GIVING  DISTANCE  D  FOR  VARYING  VALUES  OF  P  AND  C. 


Grage. 


VALUES  OF  P  OR  PITCH  OF  RIVETS. 


IV 


It* 


HI 


lit 


2A 


2A 
2A 


2A 


2A 


2H 


2H 
2X 
3 


2H 

2H 


2V  I  2j.fl 


2H 

2H 


2H 
2H 


«ft 


Values  of  D  below  or  to  right  of  upper  zigzag  1  ine  are  sufficient  f or  %"  rivets. 
Values  of  D  below  or  to  right  of  lower  zigzag  line  are  sufficient  for  %"  rivets. 

MINIMUM   STAGGER    FOR    CLEARANCE   IN    DRIVING. 


Distance. 
E 


^  Rivet.  7/&  Rivet. 


Distance. 

E 


V  Rivet.  X  MT* 


Distance. 
E 


iy 

ift 


i 
I 

1ft 


it* 


X  —  1"  for  %"  rirets.       X  —  1  A"  £or  %"  rivets. 


BETHLEHEM    STEEL    COMPANY.  231 


PART  III 


GENERAL    INFORMATION 

RELATING  TO 

STEEL    CONSTRUCTION 


232  BETHLEHEM    STEEL    COMPANY. 

NOTES  ON  THE  STRENGTH  AND 
DEFLECTION  OF  BEAMS. 

The  general  notation  employed  throughout  is  as  follows  : 

a  =  area  of  section,  in  square  inches. 
L  =  length  of  span,  in  feet. 
/  =  length  of  span,  in  inches. 
W  —  load  uniformly  distributed,  in  Ibs. 
P  —  load  concentrated  at  any  point,  in  Ibs. 
d  =  depth  of  cross-section,  in  inches. 
M  =  bending  moment,  in  foot-lbs. 
m  —  bending  moment,  in  inch-lbs. 
n  —  greatest  distance  of  center  of  gravity  of  section 

from  top  or  from  bottom,  in  inches. 
f  =  stress,  in  Ibs.  ,  per  square  inch  in  extreme  fibers  of 

beam,  either  top  or  bottom,  according  as  n  refers 

to  distance  from  top  or  from  bottom  of  section. 
D  =  maximum  deflection,  in  inches. 
I  =  moment  of  inertia  of  section,  neutral  axis  through 

center  of  gravity. 
I"  —  moment  of  inertia  of  section,  neutral  axis  parallel 

to  above,  but  not  through  center  of  gravity. 
z  =  distance  between  these  neutral  axes. 
S  =  section  modulus. 

R  =  least  moment  of  resistance  of  section,  in  inch-lbs. 
r  —  radius  of  gyration,  in  inches. 
C  —  coefficient  of  transverse  strength,  in  Ibs. 
E  =5  modulus  of  elasticity  (29,000,000  for  steel). 

For  a  beam  of  any  cross-section  the  relations  existing 
between  the  properties  of  the  section  are  as  follows  : 


The  moment  of  resistance  of  the  internal  stresses  of  the 
beam  resisting  flexure  must  be  equal  to  the  moment  of  the 
external  forces  which  act  on  the  beam  producing  bending. 
The  moment  of  resistance  of  a  section  is  usually  expressed 
in  inch-lbs.,  in  which  case  the  bending  moment  must  be 
expressed  also  in  inch-lbs. 


BETHLEHEM    STEEL    COMPANY.  233 


The  relations  existing  between  bending  moment,  moment 
of  resistance,  section  modulus  and  stress  per  square  inch 
are  expressed  thus  : 

m  =  R.  S  =  -?• 

m=/S.  f=™. 

When  the  bending  moment  is  in  foot-lbs.,  the  following 
relations  are  useful  : 

C  =  8M.  M  —  ~. 

o 

If  W  is  a  uniformly  distributed  load  in  Ibs.,  and  the  span, 
L,  is  taken  in  feet,  then  : 

C  =  WL.  W"U' 

The  last  two  formulas  are  convenient.  To  find  the  safe 
uniformly  distributed  load  in  Ibs.  for  any  section,  it  is  only 
necessary  to  divide  its  coefficient  of  strength  by  the  span  in 
feet.  If  the  uniformly  distributed  load  in  Ibs.  is  given,  mul- 
tiply it  by  the  span  in  feet  and  the  result  is  the  coefficient  of 
strength  required  by  the  section. 

On  the  next  page  formulas  are  given  for  finding  bending 
moments,  safe  loads  and  deflections  for  beams  loaded  and 
supported  in  usual  ways.  Bending  moments  will  be  in  foot- 
lbs.  or  inch-lbs.  according  as  the  lengths  are  taken  in  feet  or 
inches.  To  obtain  deflection  in  inches  the  lengths  must  be 
taken  in  inches. 

For  illustration,  take  a  center  load  of  30;000  Ibs.  on  a 
span  of  20  feet  : 

20  =  150,000  foot-lbs. 


C  ==  8M  =  8  X  150,000  =  1,200,000. 

The  nearest  beam  is  a  20"  Bethlehem  special  I  beam, 
weighing  58.5  Ibs.  per  foot,  which  has  a  coefficient  of 
1,254,800. 

If  the  bending  moment  had  been  taken  in  inch-lbs.  ,  then 

m  =  M.MOX240  =  1,800,000  inch-lbs. 
S  =  y  =  1,800,000  •+•  16,000  =  112.5 

The  beam  selected  by  the  first  method  has  a  section 
modulus  of  117.6,  which  is  the  nearest  to  that  required. 
Both  methods  of  calculation  give  identical  results. 


234 


BETHLEHEM    STEEL    COMPANY. 


BENDING  MOMENTS  AND  DEFLECTIONS  OF  BEAMS 
FOR  USUAL  METHODS  OF  LOADING. 


p  or  W  =  total  load 
I  =  length  of  beam 


I  =  moment  of  inertia 
E  =  modulus  of  elasticity 


(1.)  Beam  fixed  at  one  end  and  loaded  at  the 
other. 


(2.)  Beam  fixed  at  one  end  and  uniformly  loaded. 


© 


Safe  load  —  %  that  given  In  tables. 
Maximum  bending  moment  at  point 

of  support  =  PL 
Maximum  shear  at  point  of  support 

=  P. 
Deflection  = 


Safe  load  =  ^  tn.at  given  in  tables. 
Maximum  bending  moment  at  point 

of  support =  -£-• 

Maximum  shear  at  point  of  support 
=  W. 


Deflection  — 


SET' 


(3.)  Beam  supported  at  both  ends,  single  load  in 
the  middle. 


(4.)  Beam  supported  at  both  ends  and  uniformly 
loaded. 


Safe  load  —  %  that  given  in  tables. 
Maximum  bending  moment  at  mid- 
dle of  beam  = 


PI 
T* 


Maximum  shear  at  points  of  support 


Deflection  = 


PI* 

48EI* 


Safe  load  =  that  given  in  tables. 
Maximum  bending  moment  at  mid- 
dle of  beam  =  2*. 

o 

Maximum  shear  at  points  of  support 

5W*3 
384EI* 


Deflection  = 


(5.)  Beam  supported  at  both  ends,  single  nnsym- 
metrical  load. 


(6.)  Beam  supported  at  both  ends,  two  symmet- 
rical loads. 


Safe  load  —  that  given  in  tables  X 

** 

8ab' 
Maximum  bending  moment  under 

load=E£. 

Maximum  shears :  at  support,  a  end 
=_?]?;  at  other  support  =^- 


Safe  load  =  that  given  in  tables  X 

Maximum  bending  moment  between 

loads  =  K  Pa- 
Maximum  shear  between  load  and 

nearer  support  =  %  P. 

Pa 


Max.  Deflection  = 


48EJ 


BETHLEHEM    STEEL    COMPANY.                      235 

MOMENT  OF  INERTIA  AND  SECTION  MODULUS 
FOR  USUAL  SECTIONS. 

Sections. 

Moment  of  Inertia. 

I 

Section  Modulus. 
8 

gig 

bh« 
"12" 

bha 
6 

x      !  x!h 

•LIT 

*  b-* 

,    bh3 

"  3 

t 
xi 

*LJjjLx.    r 

bh3 
1     36 

***% 

vJfc 

I-12 

x  jJikxl 

ME 

I-^ 
~64 

=0.0491  d4 

Trd8 
32 
=0.0982  d3 

J2*?1 

T    bhs-bjh^ 

I 

y2h 

™13"^ 

12 

!*-b-4 

I  =  0.0491(d4-d14) 

0.0982  (  d8-^-  ) 

-*i  kjjj  

MH 

bji^-fbn^-Cb-bOa3 

Min.=  
n 

3 

b^^»_     y 
"f  —  t?  i    S 

bh3-2b1h13 

I 

y*h 

12 

XX  indicates  position  of  neutral  axis. 

236  BETHLEHEM    STEEL    COMPANY. 

DEFLECTION 

OF  STEEL    BEAMS   AND  GIRDERS   UNDER 
TRANSVERSE    LOADS. 

Using  the  notation  given  on  page  232,  the  deflection,  in 
inches,  of  a  steel  beam  or  other  section  under  a  uniformly 
distributed  load  of  W,  in  Ibs.  ,  is  found  from  the  formula, 


n=  JL  .m\=  JL 

384  El       384       El 

When  W  is  the  safe  uniformly  distributed  load  corre- 
sponding to  a  coefficient  of  strength  (7,  the  following  relations 
exist  between  W  and  C  and  the  properties  of  the  shape  : 

W=t       and       C=XfS=%f-- 


Substituting  these  values  in  the  above  formula,  then, 


When  the  fiber  stress  is  16,000  Ibs.  per  square  inch  and 
the  modulus  of  elasticity  of  steel  taken  as  29,000,000,  then 
the  deflection,  in  inches,  is  given  by  the  formula  : 

D  ^0.01655  L* 

%n 

In  the  case  of  a  beam,  girder  or  other  section  symmetrical 
about  its  neutral  axis,  2n  equals  the  depth  of  the  beam.  The 
deflection,  in  inches,  of  such  a  section  under  its  safe 
uniformly  distributed  load  which  produces  a  fiber  stress  of 
16,000  Ibs.  per  square  inch  is  given  by  the  simple  formula, 


The  table  on  the  opposite  page  gives  the  value  of  the 
expression  0.01655L2  for  spans  from  1  foot  to  60  feet. 

The  safe  loads  and  corresponding  deflections  for  other 
usual  cases  of  loading,  as  compared  with  the  safe  uniformly 
distributed  loads  given  in  the  tables,  are  as  follows  : 

Beam  supported  at  both  ends  and  loaded  with  a  single 
load  concentrated  at  center  of  span.  Safe  load  =  *£  tabular 
load.  Deflection  =  TV 

Cantilever  beam,  fixed  at  one  end  and  unsupported  at  the 
other,  uniformly  loaded.  Safe  load=  X  tabular  load.  Deflec- 
tion =  2  j%. 

Cantilever  beam,  fixed  at  one  end  and  unsupported  at  the 
other,  single  load  concentrated  at  free  end.  Safe  load  =  ^6 
tabular  load.  Deflection  =  3T%. 


BETHLEHEM    STEEL    COMPANY.                       237 

DEFLECTION    COEFFICIENTS 

FOR    UNIFORMLY     DISTRIBUTED    LOADS. 

FIBER     STRESS,     16,000     LBS.      PER     SQUARE     INCH. 

Length 

I  Length 

Length 

Length 

0? 

Deflection 

of 

Deflection 

0? 

Deflection 

of 

Deflection 

Span, 

Coefficient. 

Span, 

Coefficient. 

Span, 

Coefficient. 

Span, 

Coefficient. 

/eet. 

Feet. 

Feet. 

Feet. 

1 

.0166 

16 

4.2372 

31 

15.9062 

46 

35.0234 

2 

.0662 

17 

4.7834 

32 

16.9490 

47 

36.5628 

3 

.1490 

18 

5.3628 

33 

18.0248 

48 

38.1352 

4 

.2648 

19 

5.9752 

34 

19.1338 

49 

39.7407 

5 

.4138 

20 

6.6207 

35 

20.2759 

50 

41.3793 

6 

.5959 

21 

7.2993 

36 

21.4510 

51 

43.0510 

7 

.8110 

22 

8.0110 

37 

22.6593 

52 

44.7559 

1.0593 

23 

8.7559 

38 

23.9007 

53 

46.4938 

9 

1.3407 

24 

9.5338 

39 

25.1752 

54 

48.2648 

10 

1.6552 

25 

10.3448 

40 

26.4828 

55 

50.0690 

11 

2.0028 

26 

11.1890 

41 

27.8234 

56 

51.9062 

12 

2.3834 

27 

12.0662 

42 

29.1972 

57 

53.7766 

13 

2.7972 

28 

12.9766 

43 

30.6041 

58 

55.6800 

14 

3.2441 

29 

13.9200 

44 

32.0441 

59 

57.6166 

15 

3.7241 

30 

14.8966 

45 

33.5172 

60 

59.5862 

These  coefficients  furnish  a  convenient  means  of  finding 

the 

deflection  of  steel  sections  under  their  uniformly  distrib- 

uted  safe  loads  for  a  maximum  fiber  stress  of  16,000  Ibs.  per 

square  inch. 

To  find  the  deflection  of  a  steel  beam,  girder  or  other 

section  which  is  symmetrical  about  its  neutral  axis,  under 

the 

above  conditition  of  loading,  divide  the  deflection  coeffi- 

cient  found  in  the  above  table  for  the  given  span  by  the 

depth  of  the  beam  in  inches.     The  quotient  will  be  the 

deflection  in 

inches. 

To  find  the  deflection  of  an  angle  or  other  section  which 

is  not  symmetrical  about  its  neutral  axis  under  the  above 

condition  of 

loading,  divide  the  deflection  coefficient  in  the 

table  for  the 

given  span  by  twice  the  greatest  distance,  in 

inches,  of  the  neutral  axis  from  the  outside  fiber  in  the 

direction  of  bending. 

Under  uniformly  distributed  loading  corresponding  to 

other  intensities  of  stress  the  deflection  can  be  found  by 

simple  proportion.     Thus,  for  a  uniformly  distributed  load 

producing  a 

fiber  stress  of  12,000  Ibs.  per  square  inch  the 

deflection  will   be  H&ra  or  H  of  that  found  "by  the  use  of 

the 

above  coefficients. 

238                     BETHLEHEM    STEEL    COMPANY. 

HP 

MOMENTS   OF   INERTIA 

-JH! 

iS-. 

OF   RECTANGLES. 

Depth, 

WIDTH   OF  RECTANGLE. 

in 

Inches. 

X" 

Tyx 

H" 

TV" 

#" 

TV 

nr> 

5 

2.60 

3.26 

3.91 

4.56 

5.21 

5.86 

6.51 

6 

4.50 

5.63 

6.75 

7.88 

9.00 

10.13 

11.25 

7 

7.15 

8.93 

10.72 

12.51 

14.29 

16.08 

17.86 

8 

10.67 

13.33 

16.00 

18.67 

21.33 

24.00 

26.67 

9 

15.19 

18.98 

22.78 

26.58 

30.38 

34.17 

37.97 

10 

20.83 

26.04 

31.25 

36.46 

41.67 

46.87 

52.08 

11 

27.73 

34.66 

41.59 

48.53 

55.46 

62.39 

69.32 

12 

36.00 

45.00 

54.00 

63.00 

72.00 

81.00 

90.00 

13 

45.77 

57.21 

68.66 

80.10 

91.54 

102.98 

114.43 

14 

57.17 

71.46 

85.75 

100.04 

114.33 

128.63 

142.92 

15 

70.31 

87.89 

105.47 

123.05 

140.63 

158.20 

175.78 

16 

85.33 

106.67 

128.00 

149.33 

170.67 

192.00 

213.33 

17 

102.35 

127.94 

153.53 

179.12 

204.71 

230.30 

255.89 

18 

121.50 

151.88 

182.25 

212.63 

243.00 

273.38 

303.75 

19 

142.90 

178.62 

214.34 

250.07 

285.79 

321.52 

357.24 

20 

166.67 

208.33 

250.00 

291.67 

333.33 

375.00 

416.67 

21 

192.94 

241.17 

289.41 

337.64 

385.88 

434.11 

482.34 

22 

221.83 

277.29 

332.75 

388.21 

443.67 

499.13 

554.58 

23 

253.48 

316.85 

380.22 

443.59 

506.96 

570.33 

633.70 

24 

288.00 

360.00 

432.00 

504.00 

576.00 

648.00 

720.00 

25 

325.52 

406.90 

488.28 

569.66 

651.04 

732.42 

813.80 

26 

366.17 

457.71 

549.25 

640.79 

732.33 

823.88 

915.42 

27 

410.06 

512.58 

615.09 

717.61 

820.13 

922.64 

1025.16 

28 

457.33 

571.67 

686.00 

800.33 

914.67 

1029.00 

1143.33 

29 

508.10 

635.13 

762.16 

889.18 

1016.21 

1143.23 

1270.26 

30 

562.50 

703.13 

843.75 

984.38 

1125.00 

1265.63 

1406.25 

32 

682.67 

853.33 

1024.00 

1194.67 

1365.33 

1536.00 

1706.67 

34 

818.83 

1023.54 

1228.25 

1432.96 

1637.67 

1842.38 

2047.08 

36 

972.00 

1215.00 

1458.00 

1701.00 

1944.00 

2187.00 

2430.00 

38 

1143.17 

1428.96 

1714.75 

2000.54 

2286.33 

2572.13 

2857.92 

40 

1333.33 

1666.67 

2000.00 

2333.33 

2666.67 

3000.00 

3333.33 

42 

1543.50 

1929.38 

2315.25 

2701.13 

3087.00 

3472.88 

3858.75 

44 

1774.67 

2218.33 

2662.00 

3105.67 

3549.33 

3993.00 

4436.67 

46 

2027.83 

2534.79 

3041.75 

3548.71 

4055.67 

4562.63 

5069.58 

48 

2304.00 

2880.00 

3456.00 

4032.00 

4608.00 

5184.00 

5760.00 

BETHLEHEM    STEEL    COMPANY.                      239 

MOMENTS   OF   INERTIA 

m^ 

OF    RECTANGLES. 

1 

WIDTH   OF  RECTANGLE. 

Depth, 

in 

tt" 

$* 

if" 

i 

it" 

1" 

Inches. 

7.16 

7.81 

8.46 

9.11 

9.77 

10.42 

5 

12.38 

13.50 

14.63 

15.75 

16.88 

18.00 

6 

19.65 

21.44 

23.22 

25.01 

26.80 

28.58 

7 

29.33 

32.00 

34.67 

37.33 

40.00 

42.67 

8 

41.77 

45.56 

49.36 

53.16 

56.95 

60.75 

9 

57.29 

62.50 

67.71 

72.92 

78.13 

83.33 

10 

76.26 

83.19 

90.12 

97.05 

103.98 

110.92 

11 

99.00 

108.00 

117.00 

126.00 

135.00 

144.00 

12 

125.87 

137.31 

148.75 

160.20 

171.64 

183.08 

13 

157.21 

171.50 

185.79 

200.08 

214.38 

228.67 

14 

193.36 

210.94 

228.52 

246.09 

263.67 

281.25 

15 

234.67 

256.00 

277.33 

298.67 

320.00 

341.33 

16 

281.47 

307.06 

332.65 

358.24 

383.83 

409.42 

17 

334.13 

364.50 

394.88 

425.25 

455.63 

486.00 

18 

392.96 

428.69 

464.41 

500.14 

535.86 

571.58 

19 

458.33 

500.00 

541.67 

583.33 

625.00 

666.67 

20 

530.58 

578.81 

627.05 

675.28 

723.52 

771.75 

21 

610.04 

665.50 

720.96 

776.42 

831.87 

887.33 

22 

697.07 

760.44 

823.81 

887.18 

950.55 

1013.92 

23 

792.00 

864.00 

936.00 

1008.00 

1080.00 

1152.00 

24 

895.18 

976.56 

1057.94 

1139.32 

1220.70 

1302.08 

25 

1006.96 

1098.50 

1190.04 

1281.58 

1373.13 

1464.67 

26 

1127.67 

1230.19 

1332.70 

1435.22 

1537.73 

1640.25 

27 

1257.67 

1372.00 

1486.33 

1600.67 

1715.00 

1829.33 

28 

1397.29 

1524.31 

1651.34 

1778.36 

1905.39 

2032.42 

29 

1546.88 

1687.50 

1828.13 

1968.75 

2109.38 

2250.00 

30 

1877.33 

2048.00 

2218.67 

2389.33 

2560.00 

2730.67 

32 

2251.79 

2456.50 

2661.21 

2865.92 

3070.63 

3275.33 

34 

2673.00 

2916.00 

3159.00 

3402.00 

3645.00 

3888.00 

36 

3143.71 

3429.50 

3715.29 

4001.08 

4286.88 

4572.67 

38 

3666.67 

4000.00 

4333.33 

4666.67 

5000.00 

5333.33 

40 

4244.63 

4630.50 

5016.38 

5402.25 

5788.13 

6174.00 

42 

4880.33 

5324.00 

5767.67 

6211.33 

6655.00 

7098.67 

44 

5576.54 

6083.50 

6590.46 

7097.42 

7604.38 

8111.33 

46 

6336.00 

6912.00 

7488.00 

8064.00 

8640.00 

9216.00 

48 

240 


BETHLEHEM    STEEL    COMPANY. 


SPACING    OF   TIE    RODS. 

Tie  rods  are  used  in  fire  proof  floors  to  resist  the  thrust 
of  the  floor  arches  and  to  hold  the  steel  beams  in  position 
laterally.  Rods  of  ^  inch  diameter  are  generally  employed 
for  this  purpose.  They  should  be  placed  as  near  as  possible 
in  the  line  of  thrust  of  the  arch,  usually  3  inches  above  the 
bottom  of  the  beams. 

The  proper  spacing  of  tie  rods  is  determined  by  two 
considerations.  The  stress  on  the  net  area  of  the  rod  pro- 
duced by  the  thrust  of  the  arch  must  not  exceed  15,000  Ibs. 
per  square  inch.  Also  the  lateral  stress  produced  in  the 
beams  or  channels  by  the  thrust  of  the  arches  must  not  be 
excessive. 

The  spacing  required  to  satisfy  the  first  of  these  require- 
ments is  found  in  the  following  manner  : 

Let    t  =  thrust  of  arch,  in  Ibs.  per  lineal  foot. 
r  =  rise  of  arch,  in  inches. 

1= distance  between  beams,  or  span  of  arch,  in  feet. 
w  =  load  per  square  foot,  in  Ibs. 
a  =  net  area  of  tie  rod,  in  square  inches. 
</—  distance  between  tie  rods,  in  feet. 


Then, 


Swl* 


(1)  ;   and        d  = 


IQ.OOOar 
<wl2     ' 


(2) 


The  net  areas,  in  square  inches,  of  the  usual  sizes  of  tie 
rods  are  as  follows  : 

Diameter  of  rod  =     #"        %"        7/&"        1" 
Net  area,  a  =0.20       0.30        0.42  0.55 

For  ^  inch  rods,  the  size  generally  used,  and  for  a  total 
load  of  150  Ibs.  per  square  foot  the  spacing  given  by  formula 
(2)  becomes  d  —  ZOr-t-l*. 

The  effective  rise  of  flat  tile  arches  may  be  assumed  as 
2  inches  less  than  the  depth  of  the  arch. 

The  maximum  spacing,  in  feet,  of  ^  inch  tie  rods  for  a 
total  load  of  150  Ibs.  per  square  foot,  producing  a  stress  of 
15,000  Ibs.  per  square  inch  in  net  area  of  rods  is  given  in 
the  following  table : 

MAXIMUM  SPACING.   IN  FEET,  OF%"TIE  RODS 
FOR  A  TOTAL  LOAD  OF  150  LBS.  PER  SQUARE  FOOT. 


Span  of 
Arch, 
Feet. 

EFFECTIVE  RISE  OF  ARCH. 

3" 

4" 

5" 

6" 

7" 

8" 

9" 

10" 

4 

3.7 

5.0 

6.2 

7.5 

8.7 

10.0 

11.2 

12.5 

5 

2.4 

3.2 

4.0 

4.8 

5.6 

6.4 

7.2 

8.0 

6 

2.2 

2.8 

3.3 

3.9 

4.4 

5.0 

5.5 

7 

2.0 

2.4 

2.9 

3.3 

3.7 

4.1 

8 

2.2 

2.5 

2.8 

3.1 

BETHLEHEM     STEEL    COMPANY.  241 

It  may  be  necessary  to  decrease  the  distance  between  tie 
rods  given  in  the  preceding  table  or  found  from  formula  (2), 
in  order  to  satisfy  the  second  requirement  that  the  lateral 
stress  in  the  beams  or  channels  produced  by  the  thrust  of  the 
arches  may  not  be  excessive. 

Let        P  =  moment  of  inertia  of  beam  or  channel,  side- 
ways. 

b  =  width  of  flange  of  beam  or  channel,  in  inches. 
x  =  distance,  in  inches,  of  neutral  axis  from  back 

of  channel. 
f  =  fiber  stress  produced  by  thrust  of   arch,  in 

Ibs. ,  per  square  inch. 

The  beams  or  channels  may  be  considered  as  continuous, 
in  which  case  the  stress  produced  by  flexure  and  the  corre- 
sponding spacing  of  rods  are  given  by  the  following  formulas  : 

For  Beams,    /=%p,    (3);     and        </  = 
ForChannels,    /=***£-*),    (5);  and    d  = 

Where  the  thrusts  of  adjacent  arches  are  opposed  to  each 
other,  as  in  the  interior  beams  of  a  floor,  the  thrust  t  in  these 
formulas  may  be  taken  only  for  the  live  loads.  The  sum  of 
the  stresses  produced  by  lateral  thrust  and  vertical  loading 
should  not  exceed  20, 000  Ibs.  per  square  inch.  As  the  vertical 
loading  in  building  construction  is  usually  allowed  to  pro- 
duce a  fiber  stress  of  16,000  Ibs.  per  square  inch,  the  lateral 
stress  must  therefore  be  limited  to  4000  Ibs.  per  square  inch. 
In  such  case  the  fiber  stress,  /,  in  formula  (4)  is  to  be  taken 
as  4000. 

For  exterior  arches  along  walls,  or  around  openings,  the 
thrust  t  must  be  taken  for  the  full  live  and  dead  load. 

Channels  will  be  found  to  require  a  greater  number  of  tie 
rods  than  interior  beams,  and  it  may  be  advisable  in  some 
instances  to  use  a  beam  for  a  skewback  instead  of  a  channel. 

If  formulas  (4)  and  (6)  give  a  greater  distance  between 
rods  than  is  obtained  by  the  use  of  formula  (2),  the  value 
given  by  the  latter  is  to  be  used,  as  the  stress  on  the  tie  rod 
itself  must  not  exceed  its  safe  limit. 

Beams  must  be  held  laterally  at  intervals  not  greater  than 
twenty  times  the  width  of  their  flanges,  otherwise  their  safe 
loads  as  given  the  tables  must  be  reduced  in  the  proportion 
given  in  the  table  at  the  bottom  of  page  76. 


242 


BETHLEHEM    STEEL    COMPANY. 


BEARING    PLATES. 

Steel  bearing  plates  are  used  under  the  ends  of  steel 
beams  resting  on  walls  to  distribute  the  pressure  on  the  latter. 
The  plate  must  be  of  a  sufficient  size  so  that  the  allowable 
safe  pressure  on  the  wall  will  not  be  exceeded. 

For  good  brickwork  laid  in  cement  mortar,  capable  of 
sustaining  a  safe  pressure  of  200  Ibs.  per  square  inch,  the 
table  below  gives  standard  sizes  of  bearing  plates  which  will 
suffice  in  general  on  ordinary  spans  for  I  beams  up  to  24 
inches  in  depth. 

STANDARD    BEARING   PLATES   FOR    X   BEAMS. 


Depth  of 
Beam, 
Inches. 

Bearing  on 
Inches. 

SIZE  OP  BEARING  PLATES. 

Safe  End 
Reaction  at  200 
Lbs.  per  Sq.  In., 
Tons. 

Weight  of 
Bearing  Plate, 
Lbs. 

Length, 
Inches. 

Width, 
Inches. 

Thickness, 
Inches. 

24 

16 

16 

16 

% 

25.6 

64 

20 

16 

16 

15 

ft 

24.0 

60 

18 

16 

16 

14 

% 

22.4 

56 

15 

12 

12 

14 

ft 

16.8 

42 

12 

12 

12 

12 

X 

14.4 

31 

10 

10 

10 

10 

H 

10.0 

18 

9 

8 

8 

9 

X 

7.2 

11 

8 

8 

8 

8 

H 

6.4 

9 

7 

8 

8 

8 

l/2 

6.4 

9 

6 

6 

6 

6 

n 

3.6 

5 

and  less 

Larger  I  beams,  girder  beams  and  girders  will  require 
plates  of  increased  size.  In  such  special  cases  the  size  of 
the  bearing  plate  must  be  determined  by  the  area  required  to 
distribute  the  pressure  and  its  thickness  then  obtained  by  the 
following  formula  : 


in  which, 

t  =  thickness  of  plate,  in  inches. 

w  =  width  of  plate  perpendicular  to  beam,  in  inches. 

b  =  width  of  flange  of  beam,  in  inches. 

p  =  allowable  pressure  on  wall,  in  Ibs.  per  square  inch. 

f  =  allowable  fiber  stress  in  plate,  in  Ibs.  per  square  inch. 

For  an  allowable  stress  of  16,000  Ibs.  per  square  inch  the 
thickness  of  the  plate  required  can  be  obtained  for  various 
pressures  by  multiplying  y*(w-b],  or  the  cantilever  pro- 
jection of  the  plate,  by  the  following  coefficients  : 

Pressure,  Ibs.  sq.  in.,      100        150        200        350        500 

Coefficient,  ..............    0.137     0.168     0.194     0.256     0.306 


BETHLEHEM    STEEL    COMPANY.                      243 

BEARING   VALUES    OF    PLATES, 

IN  TONS  OF  2000  LBS. 

;  ALLOWABLE  PRESSURE  PER  SQUARE 
S*zfe                                INCH. 

Size 
of 

ALLOWABLE  PRESSURE  PER  SQUARE 
INCH. 

Plate, 

100 

150 

200 

350 

500 

Plate, 
Inches. 

100 

150 

200 

350 

500 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

6x  6 

1.8 

2.7 

3.6 

6.3 

9.0 

14x14 

9.8 

14.7 

19.6 

34.3 

49.0 

6x  8 

2.4 

3.6 

4.8 

8.4 

12.0 

14x16 

11.2 

16.8 

22.4 

39.2 

56.0 

6x10 

3,0 

4.5 

6.0 

10.5 

15.0 

14x18 

12.6 

18.9 

25.2 

44.1 

63.0 

8x  8 

3.2 

4.8 

6.4 

11.2 

16.0 

16x16 

12.8 

19.2 

25.6 

44.8 

64.0 

8x10 

4.0 

6.0 

8.0 

14.0 

20.0 

16x18 

14.4 

21.6 

28.8 

50.4 

72.0 

8x12 

4.8 

7.2 

9.6 

16.8 

24.0 

16x20 

16.0 

24.0 

32.0 

56.0 

80.0 

10x10 

5.0 

7.5 

10.0 

17.5 

25.0 

18x18 

16.2 

24.3 

32.4 

56.7 

81.0 

10x12 

6.0 

9.0 

12.0 

21.0 

30.0 

18x20 

18.0 

27.0 

36.0 

63.0 

90.0 

10x14 

7.0 

10.5 

14.0 

24.5 

35.0 

18x22 

19.8 

29.7 

39.6 

69.3 

99.0 

12x12 

7.2 

10.8 

14.4 

25.2 

36.0 

20x20 

20.0 

30.0 

40.0 

70.0 

100.0 

12x14 

8.4 

12.6 

16.8 

29.4 

42.0 

20x22 

22.0 

33.0 

44.0 

77.0 

110.0 

12x16 

9.6 

14.4 

19.2 

33.6 

48.0 

20x24 

24.0 

36.0 

48.0 

84.0 

120.0 

The  pressure  on  masonry  of   different  kinds  should  not 

exceed  the  following  values,  in  Ibs.  per  square  inch  : 

Kind  of  Masonry.                                   Pressure,  Lbs.  per  Sq.  In. 

Brickwork  in  lime  mortar,  100 

Brickwork  in  cement  and  lime  mortar,  150 

Brickwork  in  Portland  cement  mortar  .              200 

Portland  cement  concrete,  350 

Sandstone  of  good  quality,  „.  400 

Blueston^  ^  r»H  limestone  500 

Granite 

...fiOO 

Frequently  a  template  of  bluestone,  or  other  hard  quality 

of  stone,  is  used  instead  of  a  steel  bearing  plate.     Where 

the  load  to  be 

supported  is  considerable,  as  at  the  ends  of 

girders,  both  steel  bearing  plates  and  stone  templates  should 
be  used  ;  in  which  case  the  size  of  the  bearing  plate  is  deter- 

mined by  the  allowable  pressure  on  the  stone    template 

according  to  the  safe  pressure  given  above  for  the  kind  of 

stone  used.     The  size  of  the  stone  template  must  also  be 

sufficient  to  limit  the  pressure  on  the  brickwork  to  the  safe 

allowable  value  as  given  above  for  the  quality  of  masonry 

used.     The  stone  should  not  project  beyond  the  steel  bearing 
plate  in  any  direction  more  than  ^  of  the  thickness  of  the 

stone. 

244  BETHLEHEM    STEEL    COMPANY. 

GRILLAGE    BEAMS    IN    FOUNDATIONS. 

*  ---  N—  ->l  }*  —  -N-—  >j 


/W\! 


j/D\| 


i^ 


j    xxiixxi; 


Grillages  of  steel  beams  imbedded  in  concrete  are  used 
in  column  footings  to  distribute  the  load  over  the  desired 
area  on  yielding  soil,  thereby  avoiding  large  masses  of 
masonry  and  deep  excavations.  The  beams  should  not  be 
less  than  3  inches  apart  in  the  clear  between  flanges  so  that 
the  space  between  beams  can  be  thoroughly  filled  with  con- 
crete. Separators  should  be  used  to  keep  the  beams  prop- 
erly spaced. 

The  load  supported  by  each  beam  in  a  layer  equals  the 
total  load  on  the  foundation  divided  by  the  number  of  beams 
in  the  layer.  Loading  is  uniformly  distributed  over  the 
length  on  which  it  is  applied  and  the  beam  is  uniformly  sup- 
ported from  below  over  its  entire  length.  Maximum  bending 
occurs  at  c,  the  center  of  length  of  the  beam. 

W=  load  supported  by  each  beam,  in  Ibs. 
L  =  length  of  beam,  in  feet. 
N=  length,  in  feet,  on  which  load  is  applied. 
C=  coefficient  of  strength  for  the  beam. 
Maximum  bending  moment,  in  foot-lbs.  =  y&  W(L-N). 

This  formula  for  bending  moment  is  the  same  as  that  for  a 
simple  beam  of  the  length  (L-N)  supporting  a  uniformly  dis- 
tributed load  of  W.  By  using  the  length  (L-N)  as  the  span 
the  size  or  safe  load  of  grillage  beams  may  be  obtained 
directly  from  the  tables  of  safe  loads  for  I  beams  and  girder 
beams.  If  (L-N}  is  less  than  the  spans  given  in  these  tables 
the  size  or  safe  load  must  be  obtained  by  means  of  the  coef- 
ficient of  strength  or  section  modulus.  When  W  is  in  pounds 
and  L  and  N  are  in  feet,  the  safe  load  on  a  given  grillage 
beam  is  found  by  the  formula, 


and  the  coefficient  of  strength  required  by  a  beam  for  a 
given  loading  from  the  formula, 

C=  W(L-N).         (2) 


BETHLEHEM    STEEL    COMPANY.  245 


The  greatest  safe  load  may  be  limited  by  the  safe  shear- 
ing or  crippling  strength  of  the  web  which  should  be  investi- 
gated. The  shear  due  to  the  load  W  is  a  maximum  at  the 
point  a  under  the  outer  edge  of  the  superimposed  load,  and 
is  found  as  follows  : 

Vs  —  maximum  shear  due  to  the  load  W. 

V  =  greatest  safe  allowable  shear  on  web  of  beam. 


The  shear  Vs  must  not  exceed  F,  the  safe  shearing 
strength  of  the  web.  If  the  beams  are  thoroughly  imbedded 
in  concrete  and  the  webs  prevented  from  buckling, 

V=l2)oOOdt  =  safe  allowable  shear,  inlbs. 
But  if  the  webs  are  not  supported  against  buckling, 

y Ig^OOOdt  f  safe  crippling  strength 

>p          \     of  web,  in  Ibs. 
1  +  3000 1* 

where  d  =  depth  of  beam,  t  =  thickness  of  web  and  k  = 
clear  distance  between  flanges,  all  in  inches.  The  last 
formula  is  that  for  the  safe  crippling  strength  of  webs  and 
values  for  it  are  given  for  Bethlehem  beam  and  girder  sections 
in  the  table  on  page  89  and  for  American  standard  beams  on 
page  192. 

When  shearing  strength  of  the  web  is  considered  the 
maximum  load  on  a  given  grillage  beam  is 


and  the  safe  shearing  strength  required  by  the  web  of  a  beam 
for  a  given  loading  is 

(4) 

To  find  the  safe  load  on  a  given  beam  use  formulas  (1)  and 
(3)  and  take  the  lesser  of  the  two  values.  When  formula  (3) 
gives  the  smaller  value  the  safe  load  is  limited  by  the  shear- 
ing strength  of  the  web. 

To  select  a  grillage  beam  for  a  given  loading  find  the 
coefficient  of  strength  required  by  formula  (2)  and  the  safe 
shearing  strength  of  web  required  by  formula  (4).  The 
proper  beam  must  then  be  selected  to  satisfy  both  require- 
ments. 

It  will  be  found  that  Bethlehem  girder  beams  are  desirable 
and  economical  for  use  as  grillage  beams. 


246  BETHLEHEM    STEEL    COMPANY. 


WIND    BRACING. 


All  buildings  must  have  adequate  provision  for  resisting 
wind  pressure.  Walls  and  partitions  afford  a  certain  amount 
of  resistance,  but  in  high  buildings  the  thin  walls  and  light 
partitions  used  in  modern  construction  are  insufficient  for 
the  purpose  and  special  provision  must  be  made  in  the  steel 
framing. 

Steel  columns  should  always  be  used.  They  should  be 
in  lengths  of  two  or  more  stories,  and  spliced  with  sufficient 
plates  and  rivets  to  make  the  columns  continuous,  so  far  as 
transverse  bending  is  concerned.  All  column  splices  should 
be  riveted.  Connections  of  girders  and  beams  to  the  col- 
umns also  should  be  riveted.  With  a  properly  constructed 
steel  frame  of  this  kind,  such  as  that  known  by  Fig.  1  on 
page  46,  special  wind  bracing  will  seldom  be  needed  unless 
the  height  of  the  building  is  more  than  twice  its  least  base. 

Higher  buildings  will  usually  require  wind  bracing  of 
some  form.  It  is  seldom  possible  to  use  diagonal  rods 
between  the  columns  and  either  of  the  two  forms  of  bracing 
shown  on  the  opposite  page  is  generally  used. 

Bethlehem  H  columns,  as  shown  by  the  illustrations  on 
pages  46-47,  afford  every  facility  for  the  construction  of  an 
ideal  steel  frame  for  buildings. 

It  is  customary  to  provide  for  a  horizontal  wind  pressure 
of  30  Ibs.  per  square  foot  of  exposed  surface.  The  steel 
frame  must  be  designed  for  that  part  of  the  wind  pressure 
which  the  walls  and  partitions  are  unable  to  safely  resist. 
The  steel  frame  must  also  be  able  to  resist  the  wind  pressure 
on  its  exposed  surface  during  erection  before  the  walls  and 
partitions  are  in  place. 

The  total  live,  dead  and  wind  loads  should  not  produce 
stresses  exceeding  the  following  in  Ibs.  per  square  inch  : 

Tension,  20,000  ;  compression,  20,000—75-. 

Wind  increases  the  compression  in  the  leeward  columns 
and  also  produces  bending  in  the  columns,  both  of  which 
effects  must  be  considered. 

Columns  in  massive  buildings  may  be  considered  as  hav- 
ing fixed  ends.  In  sheds  and  mill  buildings  the  columns  are 
not  fixed  at  the  ends,  unless  they  are  securely  anchored  to 
much  larger  size  foundations  than  are  usually  provided. 


BETHLEHEM    STEEL    COMPANY.  247 


'* 


CASE  1. 

H  =  total  horizontal  force    at 
top  of  frame. 

V' 

Columns    considered    fixed    at 
both  ends. 

All    members    constructed    to 
resist  tension  or  compression. 


Stress  in  the  Knee  Braces,  .    .    .  =  ±  H     --  +-          ~ 

\  2        4a  /  o 

Stress  in  the  Columns, =  ±  H  (a  +  -*L\  — 

Stress  in  the  Girder, =  zbH('l-}-A>\ 

\         4a  / 

Bending  moment  on  Columns,    .  =       H  ~~ 

Bending  moment  on  Girder,  .    .  =       H  (  — — -  J  (a 


xxxx 


CASE  2. 

?H  =  total  horizontal  force  at 
top  of  frame. 
^         Columns    considered    fixed    at 

1 *     |  both  ends. 

All  members  constructed  to  re- 

VH  *~ -  u:  H  <       *-    -^  •  •  • 

sist  tension  or  compression. 

Stress  in  AB, =  d=  H  f  1  +  ~ 

Stress  in  CD,     =  ±  ] 

Stress  in  Diagonals, =  ±  H  (-£-  +  1L\JL 

Stress  in  Columns, =  ±H^a-|-  ~^j-r 

Bending  moment  on  Columns,  =       H  -^ 

NOTE. — If  the  columns  are  not  fixed  at  the  ends,  substi- 
tute 2h  for  h  everywhere  in  the  above  formulas. 


248 


BETHLEHEM    STEEL    COMPANY. 


NOTES    ON    ROOFS. 

The  approximate  weight  of  different  roof  coverings  in 
pounds  per  square  foot,  exclusive  of  the  weight  of  the  steel 
construction  required,  is  as  follows  : 

Corrugated  iron,  No.  26  to  No.  18,  unbearded,!  to    3  Ibs. 

Felt  and  gravel,  unbearded 8  to  10 

Slate,  Ty  to  J",  without  sheathing    ....  7  to    9 

Copper,  without  sheathing 1  to    1 

Tin,  without  sheathing 1  to    \ 

Shingles,  with  lath 5 

Skylight  of  glass,  Ty  to  ¥',  including  frame,  4  to  10 

White  pine  sheathing,  1"  thick 3 

Yellow  pine  sheathing,  1"  thick 4 

Lath  and  plaster  ceiling 8  to  10 

Tile,  flat 15  to  20 

Tile,  corrugated 8  to  10 

Tile  on  3"  fireproof  blocks 30  to  35 

The  weight  of  the  steel  roof  construction  must  be  added 
to  the  above.  For  ordinary  light  roofs  without  ceilings  the 
weight  of  the  steel  construction  may  be  taken  at  5  Ibs.  per 
square  foot  for  spans  up  to  50  ft.,  and  1  Ib.  additional  for 
each  10  ft.  increase  of  span. 

It  is  customary  to  add  30  Ibs.  per  square  foot  to  the  above 
for  wind  and  snow.  No  roof  should  be  calculated  for  a  total 
load  of  less  than  40  Ibs.  per  sq.  ft. 

The  total  load  found  as  above  is  to  be  considered  as  distrib- 
uted over  the  entire  truss.  It  is  not  necessary  to  consider  the 
separate  effects  of  the  wind  and  snow  on  spans  of  less  than  100 
ft., but  for  greater  spans  separate  calculations  should  be  made. 

The  components  of  pressure  caused  by  wind  acting  upon 
inclined  surfaces  are  given  in  the  following  table  : 

A  =  Angle  of  surface  of  roof  with  direction  of  wind. 

F  =  Force  of  wind,  in  Ibs.  per  square  foot. 

N  =  Pressure  normal  to  surface  of  roof. 

V  =  Pressure  perpendicular  to  direction  of  wind. 

H  =  Pressure  parallel  to  direction  of  wind. 


Angle  of  Roof. 

5° 

10° 

20° 

30° 

40° 

50° 

60° 

70° 

80° 

90° 

N  =  FX 

.125 

.24 

.45 

.66 

.83 

.95 

1.00 

1.02 

1.01 

1.00 

V  =  FX 

.122 

.24 

.42 

.57 

.64 

.61 

.50 

.35 

.17 

.00 

H  =  FX 

.01 

.04 

.15 

.33 

.53 

.73 

.85 

.96 

.99 

1.00 

BETHLEHEM    STEEL   COM  PA  NY.                      249 

COEFFICIENTS 
FOR   OBTAINING  THE  STRESSES   IN    ROOF  TRUSSES. 

FIG.1     J^/       FK*-2     ^S/        FIG'3      3^V 

C                                    0                              E 
Heavy  lines  denote  compression  and  light  lines  tension. 

Batio  of  depth 
to  length  of  span. 

.333 
i 

.289 
Tri"sr 

.250 
i 

.200 
* 

.167 
k 

.125 

4 

Slope  of  Kafters. 

33°  41' 

30° 

26°  34' 

21°  48' 

18°26/ 

14°  2' 

Bottom 
chord. 

Ca 
Cc 

2.25 
1.50 

2.60 
1.73 

3.00 
2.00 

3.75 
2.50 

4.50 
3.00 

6.00 
4.00 

Fig.  1 

Top 
chord. 

Aa 
Bb 

2.70 
2.15 

3.00 
2.50 

3.35 
2.90 

4.04 
3.67 

4.75 
4.44 

6.19 
5.95 

_  

Tie 

strut. 

be 
ab 

.75 

.83 

.87 
.87 

1.00 

.89 

1.25 
.93 

1.50 
.95 

2.00 
.97 

Bottom 
chord. 

Da 
Dd 

3.75 
2.25 

4.33 

2.60 

5.00 
3.00 

6.25 
3.75 

7.50 
4.50 

10.00 
6.00 

Fig.  2 

Top 
chord. 

Aa 
Bb 
Cc 

4.51 
3.53 
3.40 

5.00 
4.00 
4.00 

5.59 
4.55 
4.70 

6.74 
5.59 
6.00 

7.91 
6.65 
7.29 

10.31 

8.77 
9.83 

Tie. 

cd 

1.50 

1.73 

2.00 

2.50 

3.00 

4.00 

Struts 

ab&bc 

.93 

1.00 

1.07 

1.22 

1.34 

1.62 

Bottom 
chord. 

Ea 
Ef 
Ee 

5.25 
4.50 
3.00 

6.06 
5.19 
3.46 

7.00 
6.00 
4.00 

8.75 
7.50 
5.00 

10.50 
9.00 
6.00 

14.00 
12.00 
8.00 

Fig.  3 

Top 
chord. 

Aa 
Bb 
Cc 
Dd 

6.30 
5.75 
5.20 
4.65 

7.00 
6.50 
6.00 
5.50 

7.83 
7.38 
6.93 
6.48 

9.42 
9.05 

8.68 
8.31 

11.08 
10.76 
10.45 
10.13 

14.44 
14.20 
13.95 
13.71 

Ties. 

a 

bf&cg 

1.60 
2.25 
.75 

1.73 

2.60 

.87 

2.00 
3.00 
1.00 

2.50 
3.75 
1.25 

3.00 
4.50 
1.50 

4.00 
6.00 
2.00 

Struts. 

ab&cd 
fe 

.83 
1.66 

.87 
1.73 

.89 
1.78 

.93 

1.86 

.95 
1.90 

.97 
1.94 

To  find  the  stress  in  any  member  of  these  trusses  multiply  the  panel  load 
by  the  coefficient  given  in  the  table. 
Loads  are  considered  as  concentrated  at  the  joints. 

250 


BETHLEHEM    STEEL    COMPANY. 


CORRUGATED    IRON. 

Corrugated  iron,  used  for  roofing  and  siding  of  buildings, 
is  applied  directly  upon  steel  purlins  or  studding  by  means 
of  clips  of  hoop  iron,  placed  not  more  than  12  inches  apart, 
which  encircle  the  purlin  or  stud.  The  projecting  edges  at 
the  gables  and  eaves  must  be  secured  to  prevent  the  sheets 
from  being  loosened  or  folded  up  by  the  wind. 

The  usual  dimensions  of  corrugated  iron  are  given  in  the 
following  table.  The  2^  inch  corrugation  is  the  one  gener- 
ally employed  for  roofing  and  siding,  and  the  regular  lengths 
of  sheets  are  6,  7,  8,  9  and  10  feet. 

DIMENSIONS  OF  SHEETS  AND  CORRUGATIONS. 


Width  of 
Corrugation. 

Depth  of 

Corrugation. 

Number  of 
Corrugations 
to  the  Sheet. 

Covering  Width, 
Lap  of  One 
Corrugation. 

Width  of 
Sheet  after 
Corrugation. 

Length  of 
Longest 
Sheets. 

2>£  inch. 
IX     " 
#     " 

%  inch. 

#      " 

X      " 

10 
19# 

34^ 

24  inch. 
24    " 
25     " 

26  inch. 
26     " 
26     " 

10  feet. 

8    " 
8    " 

Roofing  is  measured  by  the  square,  equal  to  100  square 
feet  of  finished  roofing  in  place.  The  corrugated  sheets  are 
usually  laid  with  one  corrugation  lap  on  the  sides  and  an 
end  lap  of  6  inches  for  roofing  and  2  inches  for  siding. 

NUMBER  OF  SQUARE  FEET  OF  2)4  INCH  CORRUGATED 
IRON  REQUIRED  TO  LAY  ONE  SQUARE. 

SIDE  LAP,  ONE  CORRUGATION. 


Length 
of 

LENGTH  OF  END  LAP. 

Sheet, 
Feet. 

llnch. 

2  Inch. 

3  Inch. 

4  Inch. 

5  Inch. 

6  Inch. 

5 

110 

112 

114 

116 

118 

120 

6 

110 

111 

113 

115 

117 

118 

7 

110 

110 

112 

114 

115 

117 

8 

109 

110 

112 

113 

114 

115 

9 

109 

110 

112 

113 

114 

115 

10 

108 

109 

110 

111 

112 

113 

BETHLEHEM    STEEL    COMPANY. 


251 


The  maximum  spans  for  roofing  and  siding  are  as  follows  : 

No.  16.          No.  18.          No.  20.          No.  22.          No.  24.          No.  26. 

Roofing,        5'  6"       5'  0"       4'  6"       4'  0"       3'  6"      3'  0" 

Siding,  7'  0"       6'  3"       5'  3"       4'  9"       4'  3"      3'  9" 

If  used  on  greater  spans,  the  excessive  deflection  is  liable 
to  impair  the  tightness  of  the  joints. 

Numbers  20  and  22  are  the  gauges  most  frequently  used 
for  roofs,  and  numbers  22  and  24  for  siding.  The  sheets 
are  either  painted  or  galvanized,  preferably  the  latter. 

The  United  States  standard  gauge,  adopted  by  act  of  Con- 
gress in  1893,  is  in  general  use  by  manufacturers  of  sheet 
steel.  The  following  table  gives  the  thickness  and  weight 
of  corrugated  iron  in  accordance  with  United  States  standard 
gauge : 


No.  by 
United 
States 
Gauge. 

Thickness, 
Inches. 

Weight 
per 
Square 
Foot 
Flat, 
Lbs. 

Weight 
per 
Sq.  Ft. 
Corru- 

tf 

Weight  per  Square  of  100  Square  Feet,  when 
laid,  aflowin$  6"  lap  in  length,  and  2#"  or 
one  Corrugation  in  width  of  sheet,  for  sheet 
lengths  of: 

Galvan- 
ized, 
Weight 
per 
Sq.  Ft. 
Corru- 
gated. 

5 

Ft. 

6 

Ft. 

7 
Ft. 

8 
Ft. 

9 

Ft 

10 

Ft. 

16 
18 
20 
22 
24 
26 
28 

.0625 
.05 
.0375 
.0313 
.025 
.0188 
.0156 

2.50 
2.00 
1.50 
1.25 
1.00 
.75 
.63 

2.75 
2.20 
1.65 
1.38 
1.11 
.84 
.69 

331 

264 
198 
166 
134 
101 
83 

325 
260 
195 
163 
131 
100 
82 

320 
256 
193 
161 
130 
99 
81 

318 
254 
190 
159 

128 
98 
80 

315 

252 
189 
158 
127 
96 
79 

311 

249 
187 
156 
126 
95 
78 

2.91 
2.36 
1.82 
1.54 
1.27 
.99 
.86 

TRANSVERSE  STRENGTH  OF  CORRUGATED  IRON. 

The  transverse  strength  of  corrugated  iron  may  be  calcu- 
lated in  the  following  manner  : 

I  =  unsupported  length  of  sheet,  in  inches, 
t  =  thickness  of  sheet,  in  inches, 
b  =  width  of  sheet,  in  inches, 
d  =  depth  of  corrugation,  in  inches. 
W  =  safe  uniformly  distributed  load,  in  pounds. 

25,000  b  t  d 
Then,  W  = — - — = 


252                      BETHLEHEM    STEEL    COMPANY. 

M 

RE 

The  tab! 
rectangula 
1000  Ibs.  p< 
For  diffc 
multiplied 
For      (0. 
Ordinary  <  1. 
Purposes,  (l. 

FE  LOADS,  IN  POUI 

ICTANGUL/ 

ONE 

e  gives  the  safe  u 
r  wooden  beams  on 
>r  square  inch, 
rent  kinds  of  woo 
by  the  following  is 
75     Spr 

YDS,  UNIFORI 

m  woe 

INCH  Th 

nifonnly  dist 
e  inch  thick 

d,  the  values 
ictors  : 
uce  or  Whit 
.   White  Oal 
them  Yello\ 

WILY  D 

tDEI 

IICK. 

ribute 
fora 

given 
3  Pine 

STRIBUTED  FOR 

Nl    BEAMS 

d  loads,  in  pounds 
maximum  fiber  stre 

in  the  table  are  t 
i.noi 

,  on 

ssof 

o  be 

For 
Static 
Loads. 

00  

25  .                        Sou 

1.25V 
1.50 

v  Pine 

Span, 
in 
Feet 

DEPTH  OF  BEAM. 

6" 

V 

8" 

9" 

10" 

11" 

12" 

13" 

14" 

15" 

16" 

5 
6 
7 
8 
9 
10 
11 
12 
13 
14 
15 
16 
17 
18 
19 
20 
21 
22 
23 
24 
25 
26 
27 
28 
29 
30 

800 
670 
570 
500 

1090 
910 
780 
680 
610 

1420 
1190 
1020 
890 
790 
710 
650 

1800 
1500 
1290 
1130 
1000 
900 
820 
750 

1850 
1590 
1390 
1230 
1110 
1010 
930 
860 

2240 
1920 
1680 
1490 
1340 
1220 
1120 
1030 
960 
900 
840 
790 
750 
710 
670 
640 
610 
590 
560 
540 
520 
500 
480 
465 
450 

2290 
2000 
1780 
1600 
1450 
1330 
1230 
1150 
1070 
1000 

2490 
2210 
1990 
1810 
1660 
1530 
1430 
1330 
1250 
1170 

2740 
2430 
2190 
1990 
1820 
1690 
1570 
1460 
1370 
1290 
1220 
1150 

3130 
2780 
2500 
2270 
2080 
1930 
1790 
1670 
1570 
1470 
1390 
1320 
1250 

3160 
2840 
2590 
2370 
2200 
2040 
1900 
1780 
1680 
1590 
1500 
1420 
1360 

440 
400 
360 
330 
310 
290 
270 
250 
240 
220 
210 
200 
190 
180 
175 
167 
160 
154 
149 
143 
138 
134 

540 
495 
450 
420 
390 
360 
340 
320 
300 
290 
272 
260 
248 
237 
228 
218 
210 
202 
195 
188 
182 

590 
550 
510 
480 
450 
420 
400 
380 
360 
340 
325 
310 
297 
285 
275 
265 
255 
246 
237 

690 
640 
600 
560 
530 
500 
480 
450 
430 
410 
390 
380 
360 
350 
330 
315 
307 
297 

800 
740 
700 
650 
620 
590 
560 
530 
510 
480 
460 
450 
430 
410 
400 
380 
370 

940 
890 
840 
800 
760 
730 
700 
670 
640 
620 
590 
570 
550 
530 

1110 
1050 
990 
950 
910 
870 
830 
800 
770 
740 
710 
690 
660 

1090 
1040 
1000 
950 
910 
880 
840 
810 
780 
750 
730 

1190 
1140 
1090 
1040 
1000 
960 
930 
890 
860 
830 

1300 
1240 
1190 
1140 
1100 
1060 
1020 
980 
950 

Loads  given  below  the  zigzag  line  produce  deflections  exceeding  %fa  of 
the  span. 
To  obtain  the  safe  load  for  any  thickness,  multiply  the  values  given  for 
1  inch  by  the  thickness  of  the  beam. 
To  obtain  the  required  thickness  for  any  load,  divide  by  safe  load  given 
for  1  inch. 

BETHLEHEM    STEEL    COMPANY. 


253 


SAFE  LOADS  FOR  SEASONED 
RECTANGULAR  WOODEN   COLUMNS. 

Calculated  from  the  following  formulas  for  safe  loads,  in 
Ibs.  per  square  inch,  on  square  end  columns. 
/  =  length  of  column,  in  inches. 
d  =  width  of  smallest  side,  in  inches. 


Southern  Yellow  Pine. 
1125 


White  Oak. 
925 


HOOrf  2 


White  Pine  and  Spruce. 
800 

/  2 

llOOrf2 


These  formulas  give  safe  loads  of  one-fourth  the  ultimate 
strength  for  short  columns  decreasing  to  one-fifth  the  ulti- 
mate for  long  columns. 


Ratio  of  Length 

to 
Least  Side. 


12 
14 
16 
18 
20 

22 

24 
26 
28 
30 

32 
34 
36 

38 
40 


SAFE  LOAD,  IN  POUNDS  PER  SQUARE  INCH  OP  SECTION. 


Southern 
Yellow  Pine. 


995 
955 
913 

869 
825 

781 
738 
697 
657 
619 

583 
549 
516 

487 
458 


White  Oak, 


818 
785 
750 
715 
678 

642 
607 
575 
541 
509 

479 
451 
425 
400 
377 


White  Pine 
and  Spruce. 

707 
679 
649 
618 

587 

556 
525 
495 
467 
440 

414 

390 
367 
346 
326 


254                      BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

SQUARE    WOODEN    COLUMNS. 

WHITE    PINE    OR    SPRUCE. 

Unsupported 
Length  of 
Column,  in 
Feet. 

SIZE  OF  COLUMN,   IN   INCHES. 

6x6 

8x8 

9x9 

10x10 

12x12 

14x14 

16x16 

6 
8 
10 
12 
14 
16 
18 
20 
22 
24 

12.80 
11.70 
10.60 
9.54 
8.46 
7.38 

22.7 
21.3 
19.8 
18.4 
17.0 
15.5 
14.1 

29.6 
28.0 
26.3 
24.7 
23.1 
21.5 
19.8 
18.2 

35.5 
33.7 
31.9 
30.1 

28.3 
26.5 
24.7 
22.9 

51.1 
49.0 
46.8 
44.7 
42.5 
40.3 
38.2 

69.6 
67.0 
64.5 
62.0 
59.5 
57.0 

91.0 
88.0 
85.2 
82.3 
79.4 

WHITE    OAK. 

6 
8 
10 
12 
14 
16 
18 
20 
22 
24 

14.80 
13.50 
12.20 
11.00 
9.73 
8.64 

26.2 
24.6 
22.7 
21.1 
19.5 
17.8 
16.3 

34.0 
32.4 
30.4 
28.4 
26.5 
24.7 
22.7 
21.1 

41.0 
39.1 
36.7 
34.6 
32.4 
30.5 
28.2 
26.4 

59.1 
56.9 
54.0 
51.1 
49.0 
46.1 
43.9 

80.4 
77.8 
74.5 
71.3 
68.3 
65.5 

105.0 
102.0 

98.5 
94.7 
90.9 

SOUTHERN    YELLOW    PINE. 

6 
8 
10 
12 
14 
16 
18 
20 
22 
24 

18.00 
16.40 
14.90 
13.30 
11.90 
10.40 

32.0 
29.9 
27.8 
25.8 
23.7 
21.8 
19.8 

41.6 
39.4 
36.9 
34.7 
32.3 
30.0 
27.8 
25.7 

50.0 
47.6 
44.7 
42.3 
39.5 
37.0 
34.6 
32.2 

72.0 
69.1 
65.5 
62.6 
59.8 
56.2 
53.3 

98.0 
94.6 
90.7 
86.9 
83.6 
80.0 

132.0 
128.0 
124.0 
120.0 
115.0 
111.0 

BETHLEHEM    STEEL    COMPANY.                      255 

ULTIMATE  STRENGTH  OF 

HOLLOW  CYLINDRICAL  AND   RECTANGULAR 

CAST  IRON  COLUMNS. 

CYLINDRICAL  COLUMNS.                     RECTANGULAR  COLUMNS. 

Ultimate  Strength  in  Lbs.  per  square  inch.                 Ultimate  Strength  in  Lbs.  per  square  inch. 

Square  Bearing     Pin  and  Square      Pin  Bearing      Square  Bearing  Pin  and  Square        Pin  Bearing 
80,000                80,000               80,000               80,000             80,000                80,000 

,,(12^)2              8 
+  800d*           +1 

(12L)»             (12L)2           3(12.L)* 

9(12i)2             3(12i)« 
6400  d2          +  1600d2 

600  d*         h  400  d2         '  3200  d2 

£=Length  of  Column,  in  feet. 
d=External  diameter  or  least  side  of  rectangle,  in  inches. 

L 

~d 

CYLINDRICAL  COLUMNS. 

Ultimate  Strength  in  Lbs.  per  square  inch. 

RECTANGULAR  COLUMNS. 

Ultimate  Strength  in  Lbs.  per  square  inch. 

Square 
Bearing. 

Pin  and 

Square. 

Pin 
Bearing. 

Square 
Bearing. 

Pin  and 
Square. 

Pin 
Bearing. 

.5 
.6 

.7 
.8 
.9 

76,560 
75,130 
73,520 
71,740 
69,820 

74,940 
72,910 
70,650 
68,210 
65,640 

73,390 
70,820 
68,000 
65,020 
61,940 

77,380 
76,290 
75,030 
73,640 
72,110 

76,150 
74,560 
72,780 
70,820 
68,730 

74,940 
72,910 
70,650 
68,210 
65,640 

1.0 
1.1 
1.2 
1.3 
1.4 

67,800 
65,690 
63,530 
61,340 
59,140 

62,990 
60,300 
57,600 
54,930 
52,C10 

58,820 
55,730 
52,690 
49,740 
46,900 

70,480 
68,790 
67,000 
65,140 
63,260 

66,520 
64,260 
61,940 
59,600 
57,270 

62,990 
60,300 
57,600 
54,960 
52,320 

1.5 
1.6 
1.7 

1.8 
1.9 

56,940 
54,760 
52,620 
50,530 
48,490 

49,770 
47,300 
44,940 
42,670 
40,510 

44,200 
41,630 
39,210 
36,930 
34,790 

61,350 
59,450 
57,550 
55,670 
53,800 

54,960 
52,680 
50,460 
48,300 
46,230 

49,760 
47,300 
44,960 
42,670 
40,510 

2.0 
2.1 
2.2 
2.3 
2.4 

46,510 
44,600 
42,750 
40,980 
39,280 

38,460 
36,520 
34,680 
32,940 
31,310 

32,790 
30,920 
29,180 
27,540 
26,030 

51,940 
50,160 
48,400 
46,670 
44,990 

44,200 
42,260 
40,400 
38,630 
36,930 

38,460 
36,520 
34,680 
32,950 
31,310 

2.5 
2.6 
2.7 
2.8 
2.9 

37,650 
36,090 
34,600 
33,180 
31,820 

29,770 
28,320 
26,950 
25,670 
24,460 

24,620 
23,300 
22,070 
20,930 
19,860 

43,390 
41,820 
40,320 
38,870 
37,470 

35,310 
33,770 
32,310 
30,920 
29,600 

29,760 
28,320 
26,950 
25,670 
24,460 

For  safe  quiescent  loads,  as  in  buildings,  divide  the  above  values  by  8. 

256                     BETHLEHEM    STEEL    COMPANY. 

SAFE  LOADS  IN  TONS  OF  2000  LBS.  FOR 

HOLLOW    CYLINDRICAL 

CAST    IRON    COLUMNS. 

Square  ends.                                                        Factor  of  safety  of  8. 

Out- 

Thick- 

LENGTH OF  COLUMN. 

Area 

Weight 

side 

ness 

of 

per 

Diam- 

of 

Section, 

Foot, 

eter, 
Inches. 

Metal, 
Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

Sq.  Ins. 

Lbs. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft 

Ft. 

Ft. 

6 

% 

47 

41 

36 

31 

12.4 

39 

6 

1  4 

60 

52 

46 

40 

15.7 

49 

7 

60 

54 

48 

43 

38 

14.7 

46 

7 

1  4 

76 

69 

62 

55 

49 

18.9 

60 

8 

72 

67 

61 

55 

50 

45 

17.1 

53 

8 

1  4 

93 

86 

78 

71 

64 

58 

22.0 

69 

8 

112 

104 

94 

86 

77 

69 

26.5 

83 

9 

y 

85 

80 

74 

68 

62 

57 

52 

19.4 

61 

9 

i  4 

110 

103 

95 

88 

80 

73 

67 

25.1 

78 

9 

133 

125 

115 

106 

97 

89 

81 

30.4 

95 

9 

jx5 

155 

145 

134 

123 

113 

103 

94 

35.3 

110 

10 

1 

127 

120 

112 

105 

97 

89 

82 

76 

28.3 

88 

10 
10 

1 

154 

180 

146 
170 

136 
159 

127 
148 

118 
137 

109 
127 

100 
117 

92 
107 

34.4 
40.1 

107 
125 

10 

203 

192 

180 

168 

155 

143 

132 

121 

45.4 

142 

11 

1 

144 

137 

129 

122 

114 

106 

100 

91 

85 

31.4 

98 

11 

175 

167 

158 

148 

139 

129 

122 

112 

103 

38.3 

119 

11 

l/ 

204 

195 

184 

173 

161 

151 

143 

130 

121 

44.8 

140 

11 

1/U 

232 

221 

209 

197 

184 

172 

162 

148 

137 

50.9 

159 

11 

2 

258 

246 

233 

219 

205 

191 

181 

164 

152 

56.6 

176 

12 

1 

160 

154 

147 

139 

131 

123 

115 

108 

101 

34.6 

108 

12 

196 

188 

180 

170 

160 

150 

141 

132 

123 

42.2 

131 

12 

ji/ 

229 

220 

210 

199 

187 

176 

165 

154 

144 

49.5 

154 

12 

I/I 

261 

251 

239 

226 

213 

201 

188 

176 

164 

56.4 

176 

12 

2 

291 

279 

266 

252 

238 

224 

210 

196 

183 

62.8 

196 

13 

1i/ 

216 

209 

200 

191 

181 

172 

162 

152 

143 

46.1 

144 

13 

Ia2 

254 

245 

235 

224 

213 

201 

190 

179 

168 

54.2 

169 

13 

1% 

289 

280 

268 

256 

243 

229 

217 

204 

192 

61.9 

193 

13 

2 

324 

312 

300 

286 

272 

257 

242 

228 

214 

69.1 

216 

14 

237 

229 

221 

212 

203 

193 

183 

173 

164 

50.1 

156 

14 

I/ 

278 

270 

260 

250 

239 

227 

215 

204 

193 

58.9 

184 

14 

1/4 

318 

308 

297 

285 

273 

260 

246 

233 

220 

67.4 

210 

14 

2 

356 

345 

333 

320 

305 

291 

276 

261 

247 

75.4 

235 

15 

iy 

257 

250 

242 

233 

224 

214 

205 

195 

185 

54.0 

168 

15 

1/^8 

303 

295 

285 

275 

264 

253 

241 

229 

218 

63.6 

199 

15 

I/I 

347 

337 

327 

315 

302 

289 

276 

263 

249 

72.9 

227 

15 

2 

389 

378 

366 

353 

339 

324 

309 

294 

280 

81.7 

255 

16 

277 

270 

262 

254 

245 

235 

225 

216 

206 

57.8 

180 

16 

1/1 

327 

319 

311 

300 

290 

278 

267 

255 

244 

68.4 

214 

16 

1/4 

375 

366 

356 

344 

332 

319 

306 

292 

279 

78.4 

245 

16 

2 

421 

411 

400 

387 

373 

358 

343 

328 

313 

88.0 

275 

16 

234 

465 

454 

441 

427 

412 

396 

379 

363 

346 

97.2 

304 

BETHLEHEM     STEEL    COM  PA  NY.                      257 

SAFE  LOADS  IN  TONS  OF  2000  IBS.  FOR 

HOLLOW    SQUARE 

CAST    IRON    COLUMNS. 

Square  ends.                                                          Factor  of  safety  of  8. 

Out- 

Thick- 

LENGTH OF  COLUMN. 

Area 

Weight 

side 

ness 

of 

Ber 

of 

of 

Section, 

ft 

Square, 
[nches. 

Metal, 
Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

Sq.Ins. 

Lbs. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft. 

Ft 

Ft. 

Ft. 

6 

V 

64 

57 

51 

45 

15.8 

49 

6 

1  4 

81 

73 

65 

58 

20.0 

63 

7 

80 

73 

67 

61 

55 

18.8 

59 

7 

1  4 

102 

94 

86 

78 

70 

24.0 

75 

8 

96 

90 

83 

77 

71 

65 

21.8 

68 

8 

1  4 

123 

116 

107 

99 

91 

83 

28.0 

88 

8 

!/£ 

149 

139 

129 

119 

110 

100 

33.8 

106 

9. 

fc 

112 

106 

100 

93 

87 

80 

74 

24.8 

77 

9 

1  4 

144 

137 

129 

121 

112 

104 

96 

32.0 

100 

9 

ji/ 

175 

166 

156 

146 

136 

126 

116 

38.8 

121 

9 

\y 

203 

193 

182 

170 

158 

146 

135 

45.0 

141 

10 

1 

166 

159 

151 

142 

134 

125 

117 

109 

36.0 

113 

10 

201 

193 

183 

173 

163 

152 

142 

132 

43.8 

137 

10 

iy 

235 

225 

214 

202 

189 

177 

166 

154 

51.0 

159 

10 

wi 

266 

254 

242 

228 

215 

201 

188 

175 

57.8 

181 

11 

i 

187 

180 

172 

164 

156 

147 

138 

130 

122 

40.0 

125 

11 

227 

219 

210 

200 

190 

179 

169 

158 

148 

48.8 

162 

11 

i/ 

266 

256 

246 

234 

222 

209 

197 

185 

174 

57.0 

178 

11 

|3Z 

302 

291 

279 

266 

252 

238 

224 

210 

197 

64.8 

202 

11 

2 

336 

324 

310 

295 

280 

264 

249 

234 

219 

72.0 

225 

12 

1 

208 

201 

194 

186 

177 

169 

160 

151 

143 

44.0 

138 

12 

254 

246 

237 

227 

217 

206 

196 

185 

174 

53.8 

168 

12 

1/^2 

297 

288 

278 

266 

254 

242 

229 

217 

205 

63.0 

197 

12 

J3/ 

338 

328 

316 

303 

289 

275 

261 

247 

233 

71.8 

224 

12 

2 

377 

366 

352 

338 

323 

307 

291 

275 

260 

80.0 

250 

13 

iy 

279 

272 

263 

254 

244 

233 

223 

212 

201 

58.8 

184 

13 

i/^ 

328 

319 

309 

298 

286 

274 

261 

249 

236 

69.0 

216 

13 

1% 

375 

365 

353 

341 

327 

313 

298 

284 

270 

78.8 

246 

13 

2 

419 

407 

394 

380 

365 

350 

334 

317 

301 

88.0 

275 

14 

]\/ 

305 

298 

290 

281 

271 

261 

250 

239 

228 

63.8 

199 

14 

1/^2 

359 

351 

341 

330 

319 

307 

294 

281 

268 

75.0 

234 

14 

154 

411 

401 

390 

378 

365 

351 

336 

322 

307 

85.8 

268 

14 

2 

460 

449 

437 

423 

408 

393 

376 

360 

344 

96.0 

300 

15 

!y 

331 

324 

316 

308 

298 

288 

277 

266 

255 

68.8 

215 

15 

1/2 

390 

382 

373 

362 

351 

339 

327 

314 

301 

81.0 

253 

15 

1% 

446 

437 

427 

415 

402 

388 

374 

359 

345 

92.8 

289 

15 

2 

501 

490 

479 

465 

451 

436 

420 

403 

386 

104.0 

325 

16 

357 

350 

343 

334 

325 

315 

305 

294 

286 

73.8 

231 

16 

IT! 

421 

413 

404 

394 

383 

372 

359 

347 

334 

87.0 

272 

16 

]3x 

482 

474 

463 

452 

440 

426 

412 

397 

383 

99.8 

312 

16 

2 

541 

532 

520 

507 

493 

478 

463 

446 

429 

112.0 

350 

16 

598 

588 

575 

561 

545 

529 

511 

493 

475 

123.8 

387 

258                      BETHLEHEM    STEEL    COMPANY. 

SPACING    OF   STAGGERED    RIVET    HOLES 
FOR    MINIMUM    REDUCTION    OF    AREA. 

?            Y            .« 

i                  i                   A                                  \ 

i 

|^~ 

\x                   \ 

1 

I 

s 

T         /xa 

i 

i     / 

N.^ 

\     * 

] 

X 

VAL 

i 
LIES  O 

Y 

z'l 

ICHE8. 

F  Pi  AND  Pz  IN  If 

Gauge. 
S 
Inches. 

YZ"  Rivets. 

$4"  Rivets. 

M''7  Rivets. 

7/%  "  Rivets. 

V  Rivets. 

Pi 

1 

** 

2 

2% 

2« 

2% 
2% 

3 
4 
5  2 
6 

lii 

ill 

2 

2$| 

2% 

2% 

Sft 
*h 

4K 

411 
5i5* 

1* 

1ft 
1% 

1% 
2 

2% 
2% 
2% 

3ft 
4K 

6% 

S 

IH 

ill 

2 

2% 

2ft 
2% 

3 

,3^ 

3% 

I 

la 

i 

2 

2% 

Ill 
111 

2% 

2 

2^ 
2% 
2ft 

211 
3 
3^ 

3^ 
4 

5H 

HI 

2ft 

2% 

2% 

3% 
4K 

5 

5% 

2% 

2% 
2ft 

2ft 

3% 

3ft 

5 

5% 

lli 

2 

2% 
234 
2% 

2p 
2% 

8i 

4M 
4% 

2% 
2% 
211 

211 

3% 

3% 

3% 

311 
4% 

6 

2 

2% 
2^ 

Hi 

211 

211 

3 

3% 

5? 

m 

2ll 
2% 
2% 
3 

3% 

311 
4% 

4% 

sS 

Rupture  is  equally  probable  through  a  transverse  or  a  diagonal  line  of  holes 
unless  the  net  diagonal  section  exceeds  by  30$  the  net  section  along  the  trans- 
verse line.    Values  of  Px  and  P2  given  in  the  table  produce  spacings  having  a 
diagonal  net  section  30$  in  excess  of  the  net  transverse  section.    Eivet  holes 
are  assumed  %  inch  larger  in  diameter  than  the  rivets. 
When  Pj  equals  or  exceeds  the  distance  given  in  the  table,  only  two  holes 
are  to  be  deducted  at  the  section  XX  to  obtain  the  net  area. 
When  Pa  equals  or  exceeds  the  distance  given  in  the  table,  only  one  hole 
is  to  be  deducted  at  the  section  YY  or  ZZ,  and  only  two  holes  at  the  section 
ZZ'  to  obtain  the  net  area. 
Values  above  the  cross  lines  produce  spacing  less  than  3  rivet  diameters. 

BETHLEHEM    STEEL    COMPANY.                      259 

REDUCTION    OF   AREA, 

IN  SQUARE  INCHES,   FOR   ONE    RIVET   HOLE. 

To  be  deducted  from  gross  area  of  plates  or  shapes  to  obtain  net  area. 

Thickness 
of  Metal, 
Inches. 

DIAMETER  OP  HOLE. 

X" 

T9/' 

W 

W 

X" 

if 

ft" 

tt" 

1" 

W 

i#" 

? 

** 

** 

tf 

,* 

*„ 

T5 

X 

*!i 

1H 

1TV 

iji 

15 

1A 

1/8 

1A 
1# 

!| 

}« 
»K 

18 

1" 

.03 
.06 
.09 
.13 

.16 
.19 
.22 
.25 

.28 
.31 
.34 
.38 

.41 
.44 
.47 
.50 

.53 
.56 
.59 
.63 

.66 
69 

.04 
.07 
.11 
.14 

.18 
.21 
.25 
.28 

.32 
.35 
.39 
.42 

.46 
.49 
.53 
.56 

.60 
.63 
.67 
.70 

.74 

.77 

.04 
.08 
.12 
.16 

.20 
.23 
.27 
.31 

.35 
.39 
.43 

.47 

.51 
.55 
.59 
.63 

.66 
.70 
.74 

.78 

.82 
86 

.04 
.09 
.13 
.17 

.21 
.26 
.30 
.34 

.39 
.43 
.47 
.52 

.56 
.60 
.64 
.69 

.73 

.77 
.82 
.86 

.90 
95 

.05 
.09 
.14 
.19 

.23 
.28 
.33 
.38 

.42 
.47 
.52 
.56 

,61 
.66 
.70 
.75 

.80 
.84 
.89 
.94 

.98 
1.03 

.05 
.10 
.15 

.20 

.25 
.30 
.36 
.41 

.46 
.51 
.56 
.61 

.66 
.71 
.76 
.81 

.86 
.91 
.96 
1.02 

1.07 

1  13 

.05 
.11 
.16 
.22 

.27 
.33 
.38 
.44 

.49 
.55 

.60 
.66 

.71 

.77 
.82 
.88 

.93 
.98 
1.04 
1.09 

1.15 
1  30 

.06 
.12 
.18 
.23 

.29 
.35 
.41 
.47 

.53 

.59 
.64 
.70 

.76 
.82 
.88 
.94 

1.00 
1.05 
1.11 
1.17 

1.23 
1  39 

.06 
.13 
.19 
.25 

.31 
.38 
.44 
.50 

.56 
.63 
.69 
.75 

.81 
.88 
.94 
1.00 

1.06 
1.13 
1.19 
1.25 

1.31 
1  38 

.07 
.13 
.20 

.27 

.33 

.40 
.46 
.53 

.60 
.66 
.73 
.80 

.86 
.93 
1.00 
1.06 

1.13 
1.20 
1.26 
1.33 

1.39 
1  46 

.07 
.14 
.21 
.28 

.35 
.42 
.49 
.56 

.63 
.70 

.77 
.84 

.91 
.98 
1.05 
1.13 

1.20 
1.27 
1.34 
1.41 

1.48 
1.55 

73 

81 

% 

.99 

1.08 

1  17 

1  36 

1  35 

1  44 

1  53 

1.62 

.75 

78 

.84 

.88 

.94 
P8 

1.03 
1.07 

1.13 
1.17 

1.22 

1  37 

1.31 
1  37 

1.41 
1  46 

1.50 
1  56 

1.59 
1  66 

1.69 
1.76 

.81 
.84 
.88 

91 

.91 
.95 

.98 

1  0? 

1.02 
1.05 
1.09 

1  13 

1.12 
1.16 
1.20 

1  9,5 

122 
1.27 
1.31 

1  36 

1.32 
1.37 
1.42 

1  47 

1.42 
1.47 
1.53 

1  5Q 

1.52 
1.58 
1.64 

1  70 

1.63 
1.69 
1.75 

1  81 

1.73 
1.79 
1.86 

1  93 

1.83 
1.90 
1.97 

2.04 

.94 
.97 
1.00 

1.05 
1.09 
1.13 

1.17 
1.21 
1.25 

1.29 
1.33 
1.38 

1.41 
1.45 
1.50 

1.52 
1.57 
1.63 

1.64 
1.70 
1.75 

1.76 

1.82 
1.88 

1.88 
1.94 
2.00 

1.99 
2.06 
2.13 

2.11 
2.18 
2.25 

When  holes  are  punched  the  diameter  of  the  hole  should  be  taken  % 
inch  greater  than  the  diameter  of  the  rivet  or  bolt. 
For  drilled  holes  the  diameter  may  be  taken  only   ^  inch   greater 
than  the  diameter  of  the  rivet  or  bolt. 

260                     BETHLEHEM    STEEL    COMPANY. 

SHEARING  AND    BEARING  VALUE   OF   RIVETS. 

Diameter 
of  Rivet, 
Inches. 

Area  in 
Square 
Inches. 

Single 
Shear  at 
7500  Lbs. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches  at  15,000  Lbs.  per  Square  Inch. 

X" 

T5e" 

H" 

7  " 

TS 

/*" 

H 
/* 
% 
X 
% 
i 

.1104 
.1963 
.3068 
.4418 
.6013 
.7854 

830 

1470 
2300 
3310 
4510 
5890 

1410 

1880 
2340 

1760 

2110 

2340 
2930 
3520 
4100 
4690 

2810 
3520 
4220 
4920 
5620 

3280 

3750 
4690 

4100 
4920 
5740 
6560 

2810 
3280 
3750 

5630 
6560 
7500 

Diameter 
of  Rivet, 
Inches. 

Area  in 
Square 
Inches. 

Single 
Shear  at 
9000  Lbs. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches  at  18,000  Lbs.  per  Square  Inch. 

X" 

*" 

X" 

7  " 
T6 

JT 

H 
X 
# 

X 

n 

i 

.110 
.196 
.307 
.442 
.601 
.785 

990 
1770 
2760 
3970 
5410 
7060 

1680 
2250 
2790 

2110 

2530 

2820 
3480 
4210 

3370 
4180 
5050 
5910 

3940 

4500 
5580 

4870 
5910 
6880 
7870 

3370 
3940 
4500 

6750 
7870 
9000 

4920 
5620 

6750 

Diameter 
of  Rivet, 
Inches. 

Area  in 
Square 
Inches. 

Single 
Shear  at 
10,000  Lbs. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches  at  20,000  Lbs.  per  Square  Inch. 

X" 

A" 

tt" 

A" 

X" 

X 
& 

% 

X 

% 

1 

.1104 
.1963 
.3068 
.4418 
.6013 
.7854 

1100 
1960 
3070 
4420 
6010 
7850 

1880 
2500 
3130 

2340 

2810 

3130 
3910 
4690 

3750 
4690 
5630 
6570 

4380 

5,000 
6,250 

5470 
6560 
7660 
8750 

3750 
4380 
5000 

7,500 

8,750 
10,000 

5470 
6250 

7500 

Diameter 
of  Rivet, 
Inches. 

Area  in 
Square 
Inches. 

Single 
Shear  at 
11,000  Lbs. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of 
Plate  in  Inches  at  22,000  Lbs.  per  Square  Inch. 

X" 

A" 

W 

A" 

y*" 

y* 
y^ 
% 
x 

7A 

i 

.1104 
.1963 
.3068 
.4418 
.6013 
.7854 

1210 
2160 
3370 
4860 
6610 
8640 

2060 
2750 
3440 

2580 

3090 

3440 
4300 
5160 

4130 
5160 
6190 
7220 

4820 

5,500 
6,880 

6020 
7220 
8430 
9630 

4130 
4810 
5500 

8,250 
9,630 
11,000 

6020 
6880 

8250 

Bearing  values  given  above  or  to  the  right  of  the  upper  zigzag  lines  are 
greater  than  double  shear.     Bearing  values  given  between  the  upper  and 
lower  zigzag  lines  are  less  than  double  shear  and  greater  than  single  shear. 

BETHLEHEM    STEEL    COMPANY.                      261 

SHEARING   AND    BEARING  VALUE    OF   RIVETS. 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  15,000  Lbs.  per  Square  Inch. 

Diameter 
of  Rivet, 
Inches. 

9  " 

T* 

#" 

ii" 

#" 

it" 

#" 

if" 

1" 

3 

% 
x 

X 

% 

1 

5280 

5860 
7030 

6330 
7380 
8440 

7,720 
9,030 

8,440 
9,850 

3200 
9380 

10,670 
12,190 

11,480 
13,130 

12,300 
14,060 

10,310|  11,250 

15000 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  18,000  Lbs.  per  Square  Inch. 

Diameter 
of  Rivet, 
Inches. 

A" 

#" 

ii" 

U" 

it" 

#" 

if" 

1" 

H 
# 
# 

X 

ft 
i 

6,330 

7,030 
8440 

7,590 
8,860 
10,120 

9,280 
10,830 

10,130 
11,810 

9,840 
11,250 

12,800 
14,630 

13,780 
15,750 

14,770 
16,880 

12,370|  13,500 

18,000 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  20,000  Lbs.  per  Square  Inch. 

Diameter 
of  Rivet, 
Inches. 

TV 

#" 

ir 

X" 

it" 

#" 

it" 

1" 

y» 
y* 
# 
% 
# 
i 

7,030 

7,810 
9,380 

8,440 
9,840 
11,250 

10,310 
12,030 

11,250 
13,130 

10,940 
12,500 

14,220 
16,250 

15,310 
17,500 

16,410 
18,750 

13,750 

15,000 

20,000 

Bearing  Values,  in  Pounds,  for  Different  Thickness  of  Plate  in  Inches 
at  22,000  Lbs.  per  Square  Inch. 

Diameter 
of  Rivet, 
Inches. 

9  " 

TS 

#" 

ii" 

*" 

it" 

K" 

it" 

1" 

H 

X 
ft 
* 
ft 

1 

7,740 

8,600 
10,320 

9,280 
10,840 
12,380 

11,340 
13,240 

12,380 
14,440 

12,040 
13,750 

15,640 

17,880 

16,840 
19,250 

18,050 
20,630 

15,130!  16,500 

22,000 

Bearing  values  given  below  or  to  the  left  of  the  lower  zigzag  lines  are 
less  than  single  shear. 

262                       BETHLEHEM    STEEL    COMPANY. 

MAXIMUM   BENDING   MOMENTS  ON   PINS 

FOR   EXTREME    FIBER   STRESSES 

VARYING   FROM    15.OOO  TO   24.OOO    POUNDS    PER   SQUARE    INCH. 

Diameter 

^                          MOMENTS  IN  INCH-POUNDS  FOR  FIBER  STRESSES  OF 

of 

°f.         !    15,000  Lbs.       18,000  Lbs. 

20,000  Lbs. 

22,000  Lbs. 

24,000  Lbs. 

Pin, 
in  Inches. 

IX  in                per                  per 
Square  Inches,  j   Square  Inch.      Square  Inch. 

per 
Square  Inch. 

per 
Square  Inch. 

per 
Square  Inch. 

1 

.785           1,470 

1,770 

1,960 

2,160 

2,350 

l/^ 

.994           2,100 

2,520 

2,800 

3,060 

3,340 

\i£ 

1.227           2,880 

3,450 

3,830 

4,190 

4,570 

1$ 

1.485 

3,830 

4,590 

5,100 

5,610 

6,120 

iji 

1.767 

4,970 

5,960 

6,630 

7,280 

7,940 

iii 

2.074 

6,320 

7,580 

8,430 

9,260 

10,100 

\^i 

2.405 

7,890 

9,470 

10,500 

11,600 

12,600 

1# 

2.761 

9,710 

11,600 

12,900 

14,200 

15,500 

2 

3.142 

11,800 

14,100 

15,700 

17,300 

18,800 

2/^ 

3.547 

14,100 

17,000 

18,800 

20,700 

22,600 

8» 

3.976 

16,800 

20,100 

22,400 

26,800 

24,600 

2^8 

4.430 

19,700 

23,700 

26,300 

28,900 

31,600 

2^ 

4.909 

23,000       27,600 

30,700 

33,700 

36,800 

2fi 

5.412 

26,600  1     32,000 

35,500 

39,100 

42,600 

2^ 

5.940 

30,600 

36,800 

40,800 

44,900 

49,000 

2^ 

6.492 

35,000 

42,000 

46,700 

51,300 

56;000 

3 

7.069 

39,800 

47,700 

53,000 

58,300 

63,600 

31^ 

7.670 

44,900 

53,900 

59,900 

65,900 

71,900 

3^ 

8.296 

50,600 

60,700 

67,400 

74,100 

80,900 

3^ 

8.946 

56,600 

67,900 

75,500 

83,000 

90,600 

3K 

9.621 

63,100 

75,800 

84,200 

92,600 

101,000 

3-Hj 

10.321 

70,100 

84,200 

93,500 

102,900 

112,200 

33/ 

11.045 

77,700 

93,200 

103,500 

113,900 

124,200 

3# 

11.793 

85,700 

102,800 

114,200 

125,700 

137,100 

4 

12.566 

94,200 

113,100 

125,700 

138,200 

150,800 

13.364 

103,400 

124,000 

137,800 

151,600 

165,400 

4^ 

14.186 

113,000 

135,700 

150,700 

165,800 

180,900 

4^g 

15.033 

123,300 

148,000 

164,400 

180,900 

197,300 

4f£ 

15.904 

134,200 

161,000 

178,900 

196,500 

214,400 

4f6 

16.800 

145,700 

174,800 

194,300 

213,700 

233,100 

4|/ 

17.721 

157,800 

189,400 

210,400 

231,500 

252,500 

4% 

18.665 

170,600 

204,700 

227,500 

250,200 

273,000 

BETHLEHEM    STEEL    COMPANY.                      263 

MAXIMUM  BENDING  MOMENTS  ON  PINS 

FOR   EXTREME   FIBER  STRESSES 

VARYING   PROM    15,000  TO  24,  OOO   POUNDS   PER   SQUARE  INCH. 

Diameter 
of 
Pin, 

in  Inches. 

Area 
of 
Pin,  in 
Square  Inches. 

MOMENTS  IN  INCH-POUNDS  FOR  FIBER  STRESSES  OF 

15,000  Lbs. 
per 
Square  Inch. 

18,000  Lbs. 
per 
Square  Inch. 

20,000  Lbs. 
per 
Square  Inch. 

22,000  Lbs. 
per 
Square  Inch. 

24,000  Lbs. 
per 
Square  Inch. 

5 

5/8 

19.635 
20.629 
21.648 
22.691 

184,100 
198,200 
213,100 
228,700 

220,900 
237,900 
256,700 
274,400 

245,400 
264,300 
284,100 
304,900 

270,000 
290,700 
312,500 
335,400 

294,500 
317,200 
340,900 
365,900 

1 

23.758 
24.850 
25.967 
27.109 

245,000 
262,100 
280,000 
298,600 

294,000 
314,500 
335,900 
358,300 

326,700 
349,500 
373,300 

398,200 

359,300 
384,400 
410,600 
438,000 

392,000 
419,300 
447,900 
477,800 

6 

28.274 
30.680 
33.183 
35.785 

318,100 
359,500 
404,400 
452,900 

381,700 
431,400 
485,300 
643,500 

424,100 
479,400 
539,200 
603,900 

466,500 
527,300 
593,100 
664,200 

508,900 
575,200 
647,100 
724,600 

7 

38.485 
41.282 
44.179 
47.173 

505,100 
561,200 
621,300 
685,500 

606,100 
673,400 
745,500 
822,600 

673,500 
748,200 
828,400 
914,000 

740,800 
823,000 
911,200 
1,005,400 

808,200 
897,900 
994,000 
1,096,800 

8 

8X 

50.265 
53.456 
56.745 
60.132 

754,000 
826,900 
904,400 
986,500 

904,800 
992,300 
1,085,200 
1,183,800 

1,005,300 
1,102,500 
1,205,800 
1,315,400 

1,105,800 
1,212,800 
,326,400 
,446,900 

1,206,400 
1,323,000 
1,447,000 
1,578,500 

9 

63.617 
67.201 

70.882 
74.662 

1,073,500 
1,165,500 
1,262,600 
1,364,900 

1,288,200 
1,398,600 
1,515,100 
1,637,900 

1,431,400 
1,554,000 
1,683,400 
1,819,900 

,574,500 
1,709,400 
,851,800 
2,001,900 

1,717,700 
1,864,800 
2,020.100 
2,183,900 

10 
10* 
10# 

78.540 
82.520 
86.590 
90.760 

1,472,600 
1,585,900 
1,704,700 
1,829,400 

1,767,100 
1,903,000 
2,045,700 
2,195,300 

1,963,500 
2,114,500 
2,273,000 
2,439,300 

2,159,900 
2,326,000 
2,500,300 
2,683,100 

2,356,200 
2,537,500 
2,727,600 
2,927,000 

11 

11* 

12  2 

95.030 
99.400 
103.870 
113.100 

1,960,100 
2,096,800 
2,239,700 
2,544,700 

2,352,100 
2,516,100 
2,687,600 
3,053,600 

2,613,400 
2,795,700 
2,986,300 
3,392,900 

2,874,700 
3,075,200 
3,284,900 
3,732,300 

3,136,000 
3,354,700 
3,583,500 
4,071,600 

264                      BETHLEHEM    STEEL    COMPANY. 

BEARING    VALUE    OF    PINS 

FOR  ONE    INCH   THICKNESS  OF  PLATE. 

Bearing  Value  =Diam.  of  Pin  X  1  In.  X  Stress  per  Sq.  In. 

Diameter 
of 
Pin, 
Inches. 

BEARING  VALUES. 

Diameter 
of 
Pin, 
Inches. 

BEARING  VALUES. 

At  15,000 
Lbs.  per 
Sq.  In., 
Lbs. 

At  18,000 
Lbs.per 

Ibs.*" 

At  20,000 
Lbs.  per 
Sain., 
Lbs. 

At  15,000 
Lbs.  per 

At  18,000 
Lbs.  per 
81.1k, 

Lbs. 

At  20,000 
Lbs.  per 
So.  In., 
Lbs. 

1 
Ijt 

15,000 
16,900 
18,800 
20,600 

18,000 
20,300 
22,500 
24,800 

20,000 
22,500 
25,000 
27,500 

1 

67,500 
69,400 
71,300 
73,100 

81,000 
83,300 
85,500 
87,800 

90,000 
92,500 
95,000 
97,500 

\* 

22,500 
24,400 
26,300 
28,100 

27,000 
29,300 
31,500 
33,800 

30,000 
32,500 
35,000 
37,500 

5 

75,000 
76,900 
78,800 
80,600 

90,000 
92,300 
94,500 
96,800 

100,000 
102,500 
105,000 
107,500 

2 

2*/* 

2/8 

30,000 
31,900 
33,800 
35,600 

36,000 
38,300 
40,500 
42,800 

40,000 
42,500 
45,000 
47,500 

ofy. 

*}/8 

82,500 
84,400 
86,300 
88,100 

99,000 
101,300 
103,500 
105,800 

110,000 
112,500 
115,000 
117,500 

ii 

37,500 
39,400 
41,300 
43,100 

45,000 
47,300 
49,500 
51,800 

50,000 
52,500 
55,000 
57,500 

6 
I* 

90,000 
91,900 
93,800 
95,600 

108,000 
110,300 
112,500 
114,800 

120,000 
122,500 
125,000 
127,500 

3 

45,000 
46,900 
48,800 
50,600 

54,000 
56,300 
58,500 
60,800 

60,000 
62,500 
65,000 
67,500 

1 

97,500 
99,400 
101,300 
103,100 

117,000 
119,300 
121,500 
123,800 

130,000 
132,500 
135,000 
137,500 

3# 

52,500 
54,400 
56,300 
58,100 

63,000 
65,300 
67,500 
69,800 

70,000 
72,500 
75,000 
77,500 

7 
8  2 

105,000 
112,500 
120,000 
127,500 

126,000 
135,000 
144,000 
153,000 

140,000 
150,000 
160,000 
170,000 

4 
4* 

4/8 

60,000 
61,900 
63,800 
65,600 

72,000 
74,300 
76,500 
78,800 

80,000 
82,500 
85,000 
87,500 

9 
10 
11 
12 

135,000 
150,000 
165,000 
180,000 

162,000 
180,000 
198,000 
216,000 

180,000 
200,000 
220,000 
240,000 

BETHLEHEM    STEEL    COMPANY. 


265 


PINS  AND   LOMAS   NUTS 


pliu- 1 

U$— — omp- ' 


ALL  DIMENSIONS  IN  INCHES. 


Diameter 
of  Pin. 


PIN. 


DIMENSIOSS. 


LOMAS  NUT. 


DIMENSIONS. 


2a 


N 


Weight  of 
Nut, 
Lbs. 


6 
6* 


1* 


IT* 

1# 


1% 


% 


i/s 
i/s 
IH 

1/8 
1/8 

ii 


2^ 


2/g 


2/g 

23/8 


10/8 


2.5 
2.5 
2.5 
2.5 
3.0 
3.0 
3.0 

5.5 

5.5 

7.0 

7.0 

7.0 

8.5 

8.5 

11.0 

11.0 

11.0 

12.0 
12.0 
13.5 
13.5 
13.5 
13.5 
17.0 
17.0 
17.0 
19.0 
23.5 
23.5 


L—  Grlp+2a. 


Total  Length  of  Pln=L+2T. 


266 


BETHLEHEM    STEEL    COMPANY. 


CONVENTIONAL   SIGNS    FOR    RIVETING. 


Two  Full    i 
Heads      »*- 


--Countersunk— 


Two  Full 
Heads 


\ 

f  0 

0      ®      8      ®      <§> 

1  !  

®      ? 

-Shop — 


i  "    2 

1 

j         ^  —  ' 

J,        ij,       iJr- 

Flattened  to  V 
or  Countersunk    -» 
and  not  chipped 

1 
^Flattened  toW^ 

i                         I 

«-  Flattened  to^" 

O000^ 

5       0 

000 

SIZES   OF   RIVET    HEADS   AND    CLEARANCES 
FOR    MACHINE    DRIVING. 

All  dimensions  in  inches. 


Diameter 

of 
Rivet. 


BUTTON  HEAD. 


Height.     Diameter"!' 


A 


COUNTERSUNK  HEAD. 


Depth. 


Diameter. 


A  must  not  be  less  than  %  in.  +  %  H. 


BETHLEHEM    STEEL    COMPANY. 


267 


LENGTHS    OF    RIVETS    FOR    VARIOUS   GRIPS. 


f<  ----  GRIP  --- 


'w -GRIP- »} 


k— • LENGTH- •* 


Grip 

of 

Rivet, 
Inches. 


DIAMETER  OP  RIVET. 


X 


DIAMETER  OF  RIVET. 


Y* 


Grip 
of 

Rivet, 
Inches. 


# 

»* 

1 

IX 


2% 
3 


•3X 
4 


43* 

5  8 


IX 


2/8 


2/8 

3 


2X 


3 

33^ 


IX- 

IX 

IK 
IX 

2 


3% 
4 


4X 
5  8 

5/8 


6 

6/8 

6X 

63/8 


3% 

4/8 


4X 

4/8 


5X 


5X 

5/8 


5X 
5^ 


3 
3K 

33^ 

4  8 

434 


4X 
4% 
5 


5X 


1/8 
IX 

IX 

IX 

2 


23^ 

2|| 
2X 

3  8 


3% 
4 


i# 

i^ 


i^ 
i« 
iy 

^ 

2^ 


2% 


1H 
i^i 
i?< 

1^ 
1^ 

2 


2^ 
2% 
3 


2 

2X 


3%     7 


if8 

53/ 

5% 
6 


4^ 

5  * 
5$ 


4^i 


4 

1?i 


For  field  rivets  add  ys  inch  to  tabular  lengths. 


268                      BETHLEHEM    STEEL    COMPANY. 

WEIGHT  OF  100  STEEL  RIVETS 

OR  ROUND  HEAD  BOLTS  WITHOUT  NUTS. 

POUNDS. 

Length, 
Inches. 

%  In. 
Diam. 

Kin. 
Diam. 

%In. 
Diam. 

%In. 
Diam. 

%ln. 
Diam. 

lln. 
Diam. 

l^In. 
Diam. 

IMIn. 
Diam. 

iX 

IK 
i# 

2 

5.5 
6.3 
7.0 
7.9 

12.8 

14.2 
15.5 
16.9 

22.0 
24.1 
26.3 

28.5 

29.3 
32.4 
35.5 
38.7 

43.9 
48.2 
52.5 
56.7 

66.6 
72.1 
77.7 
83.3 

93.3 
100.0 
107.0 
114.0 

127.0 
136.0 
145.0 
153.0 

2JC 
2'A 

I* 

8.7 
9.4 
10.2 

18.3 
19.7 
21.1 

30.7 
32.8 
35.0 

41.8 
44.9 
48.0 

61.0 
65.2 
69.5 

88.8 
94.4 
100.0 

121.0 
128.0 
136.0 

162.0 
171.0 
179.0 

3 

3# 
3* 

*x 

4 

11.0 
11.7 
12.6 
13.4 
14.1 

22.5 
23.9 
25.3 

26.7 

28.1 

37.2 
39.3 
41.5 
43.7 
45.9 

51.1 
54.3 
57.4 
60.5 
63.6 

73.7 
78.0 
82.3 
86.5 

90.8 

105.0 
111.0 
116.0 
122.0 
128.0 

143.0 
150.0 
157.0 
164.0 
170.0 

188.0 
197.0 
205.0 
214.0 
223.0 

4X 
4^ 

4^: 

5 

14.9 
15.7 
16.5 
17.2 

29.4 
30.8 
32.2 
33.6 

48.0 
50.2 
52.4 
54.5 

66.7 
69.9 
73.0 
76.1 

95.0 
99.3 
104.0 
108.0 

1340 
139.0 
145.0 
150.0 

177.0 
185.0 
192.0 
199.0 

231.0 
240.0 
249.0 
258.0 

5# 
5^ 
5^ 
6 

18.1 
18.8 
19.6 
20.4 

35.0 
36.4 

37.8 
39.2 

56.7 
58.9 
61.1 
63.2 

79.2 
82.3 
85.5 
88.6 

112.0 
116.0 
120.0 
124.0 

156.0 
161.0 
166.0 
172.0 

206.0 
213.0 
220.0 
227.0 

266.0 
275.0 
284.0 
292.0 

^ 

7^ 
8 

8/2 

21.9 
23.5 
25.1 
26.6 

28.2 

42.0 
44.7 
47.5 
50.3 
53.1 

67.6 
71.9 
76.1 
80.6 
85.0 

95.1 
101.0 
108.0 
114.0 
120.0 

133.0 
142.0 
150.0 
159.0 
167.0 

184.0 
195.0 
206.0 
217.0 
227.0 

241.0 
255.0 
269.0 

284.0 
298.0 

310.0 
327.0 
345.0 
362.0 
379.0 

9 
f 

29.8 
31.3 
32.8 

55.9 

58.7 
61.4 

89.3 
93.7 
98.0 

126.0 
133.0 
139.0 

176.0 
185.0 
193.0 

239.0 
2500 
261.0 

312.0 
325.0 
340.0 

397.0 
414.0 
431.0 

S? 

U# 

12 

34.5 
36.0 
37.6 
39.2 

64.2 
67.0 
69.8 
72.5 

103.0 
107.0 
111.0 
115.0 

145.0 
151.0 
158.0 
164.0 

202.0 
210.0 
218.0 
227.0 

272.0 
284.0 
295.0 
306,0 

354.0 
368.0 
382.0 
396.0 

449.0 
466.0 
484.0 
501.0 

100 

Heads. 

1.8 

5.8 

11.1 

13.6 

22.6 

39.0 

58.0 

83.5 

BETHLEHEM    STEEL    COMPANY.                     269 

WEIGHT,  IN   POUNDS,  OF  10O  BOLTS 
WITH   SQUARE    HEADS  AND  NUTS. 

Length 
under 
Head, 
Inches. 

Diameter  of  Bolts. 

X  In. 

A  I". 

%m. 

/.In- 

Kin. 

%In. 

%In. 

%In. 

lln. 

IK 
1* 

2 

2^ 
2^ 
2X 
3 

3K 
4 

4^ 
5 

5^ 
6 

6^ 

7X 
8 
9 
10 
Tl 
12 
14 
16 
18 
20 

4.0 
4.4 
4.8 
5.2 
5.5 
5.8 
6.3 
7.0 
7.8 
8.5 
9.3 
10.0 
10.8 

7.0 
7.5 
8.0 
8.5 
9.0 
9.5 
10.0 
11.0 
12.0 
13.0 
14.0 
15.0 
16.0 

10.5 
11.3 
12.0 
12.8 
13.5 
14.3 
15.0 
16.5 
18.0 
19.5 
21.0 
22.5 
24.0 
25.5 
27.0 
28.5 
30.0 

15.2 
16.3 
17.4 
18.5 
19.6 
20.7 
21.8 
24.0 
26.2 
28.4 
30.6 
32.8 
35.0 
37.2 
39.4 
41.6 
43.8 
48.2 
52.6 
57.0 
61.4 

22.5 
23.8 
25.2 
26.5 
27.8 
29.1 
30.5 
33.1 
35.8 
38.4 
41.1 
43.7 
46.4 
49.0 
51.7 
54.3 
59.6 
64.9 
70.2 
75.5 
80.8 
91.4 
102.0 
112.6 
123.2 

39.5 
41.6 
43.8 
45.8 
48.0 
50.1 
52.3 
56.5 
60.8 
65.0 
69.3 
73.5 
77.8 
82.0 
86.3 
90.5 
94.8 
103.3 
111.8 
120.3 
128.8 
145.8 
162.8 
179.5 
^206.5 

63.0 
66.0 
69.0 
72.0 
75.0 
78.0 
81.0 
87.0 
93.1 
99.1 
105.2 
111.3 
117.3 
123.4 
129.4 
135.0 
141.5 
153.6 
165.7 
177.8 
189.9 
214.1 
238.3 
262.6 
286.8 

109.0 
113.3 
117.5 
121.8 
126.0 
134.3 
142.5 
151.0 
159.6 
168.0 
176.6 
185.0 
193.7 
202.0 
210.7 
227.8 
244.8 
261.9 
278.9 
313.0 
347.1 
381.2 
415.3 

163 
169 
174 
180 
185 
196 
207 
218 
229 
240 
251 
262 
273 
284 
295 
317 
339 
360 
382 
426 
470 
514 
558 

Per  Inch 
idditiona] 

1.4 

2,1. 

3.1 

4.2 

5.5 

8.5 

12.3 

16.7 

21.8 

WEIGHTS  OF  NUTS  AND  BOLT  HEADS  IN  POUNDS. 

Diameter  of  Bolt  in  Inches. 

&In. 

TB5  In. 

y8  in. 

Kin. 

%In. 

%In. 

%In. 

Weight    of     H 
Nut  and  Hea 
Weight   of     S  ( 
Nut  and  Hea 

exagon 
d  

.021 
.024 

.036 
.042 

.064 
.070 

.13 

.15 

.26 
.29 

.40 

.47 

.68 

.77 

luare 
d  

Diameter  of  Bolt  in  Inches. 

111, 

IMIn. 

IK  In. 

l%In. 

2  In. 

2KIn. 

3  In. 

Weight    of    H 
Nut  and  Hea 
Weight    of     S 
Nut  and  Hes 

exagon 
td  

quare 

1.01 
1.19 

2.10 

2.39 

4.26 
5.01 

6.89 
8.41 

9.24 
12.93 

17.3 
21.4 

27.2 
33.5 

270 


BETHLEHEM    STEEL    COMPANY. 


DIMENSIONS  AND  WEIGHTS  OF 

HOT    PRESSED    SQUARE    NUTS. 

MANUFACTURERS'  STANDARD  SIZES. 

Weights  and  sizes  are  for  the  unfinished  nuts. 


Size  of 
Bolt, 
Inches. 

Weight  of 
lOONuts, 
Lbs. 

Rough 
Hole, 
Inches. 

Thickness 
of  Nut, 
Inches. 

Side  of 
Square, 
Inches. 

Diagonal, 
Inches. 

No.  of  Nuts 
in 
100  Lbs. 

X 

1.5 

A 

X 

X 

.71 

6800.0 

ft 

2.9 

A 

A 

H 

.88 

3480.0 

H 

4.9 

H 

^s 

K 

1.06 

2050.0 

A 

7.7 

H 

A 

7A 

1.24 

1290.0 

# 

8.6 

A 

% 

7A 

1.24 

1170.0 

X 

11.8 

A 

% 

1.41 

850.0 

A 

16.7 

X 

A 

IX 

1.59 

600.0 

% 

17.7 

A 

K 

IX 

1.59 

570.0 

X 

22.8 

A 

^ 

IX 

1.77 

440.0 

X 

32.3 

H 

* 

1# 

1.94 

310.0 

"* 

39.8 

H 

* 

1^ 

2.12 

251.0 

y* 

53.0 

H 

% 

iS 

2.30 

190.0 

% 

63.0 

H 

% 

ix 

2.47 

159.0 

i 

68.0 

Jt 

i 

ix 

2.47 

146.0 

i 

94.0 

H 

i 

2 

2.83 

106.0 

i# 

103.0 

if 

w 

2 

2.83 

97.0 

1/8 

137.0 

it 

IX 

2X 

3.18 

73.0 

1* 

145.0 

1A 

w 

2X 

3.18 

69.0 

IX 

186.0 

IA 

IX 

2/2 

3.54 

54.0 

1/8 

247.0 

IA 

1/8 

2X 

3.89 

41.0 

1# 

319.0 

IA 

IX 

3 

4.24 

31.3 

Itf 

400.0 

IA 

IX 

3X 

4.60 

24.8 

1* 

500.0 

IA 

1* 

3^ 

4.95 

19.9 

ijj 

620.0 

i« 

1% 

3X 

5.30 

16.2 

2 

750.0 

HI 

2 

4 

5.66 

13.4 

2^ 

780.0 

lif 

2^ 

4 

5.66 

12.8 

2X 

930.0 

2 

2X 

4X 

6.01 

10.7 

2# 

960.0 

2^ 

2^ 

4X 

6.01 

10.4 

2^ 

1130.0 

2X 

2^4 

4^ 

6.36 

8.9 

2# 

1370.0 

2T'S 

2^ 

4X 

6.72 

7.3 

3 

1610.0 

2H 

3 

5 

7.07 

6.2 

3X 

2110.0 

2H 

3^ 

5^ 

7.78 

4.7 

3^ 

2750.0 

3>i 

3/2 

6 

8.49 

3.6 

BETHLEHEM    STEEL    COMPANY.                      271 

DIMENSIONS  AND  WEIGHTS  OF 

HOT    PRESSED    HEXAGON     NUTS. 

MANUFACTURERS'  STANDARD  SIZES. 

Weights  and  sizes  are  for  the  unfinished  nut. 

Size  of 
Bolt, 
Inches. 

Weight  of 
100  Nuts, 
Lbs. 

Rough 
Hole, 
Inches. 

Thickness 
of  Nut, 
inches. 

Short 
Diameter, 
Inches. 

Long 
Diameter, 
Inches. 

No.  of  Nuts 
in 
100  Lbs. 

sx 

1.3 
2.4 
4.1 

6.8 

& 

H 

sx 
TV8 

7   * 

.58 

.72 
.87 
1.01 

8000.0 
4170.0 
2410.0 
1460.0 

*4 

7.1 
9.8 
14.0 

A        X 
A        K 
%        & 

}J8 

1.01 
1.15 
1.30 

1410.0 
1020.0 
710.0 

* 

14.7 
19.1 
22.9 

A 

** 

Hj 

IX 

1.30 
1.44 
1.44 

680.0 
520.0 
440.0 

$ 

27.2 
39.0 
44.0 
50.0 

;;» 

*7/* 

II 

1.59 
1.73 

1.88 
1.88 

370.0 
'256.0 
226.0 
198.0 

1 
1 

57.0 
64.0 
96.0 

7   * 

1 

IX 

24 

2.02 
2.02 
2.31 

176.0 
156.0 
104.0 

IX            134.0 
l/8              180.0 
l/2             235.0 

1ft 

1  '/^                   9  I/ 

/*                    £  /2 

1  *Hl                   23/^ 

2.60 
2.89 
3.18 

75.0 
56.0 
42.0 

1#             300.0 
IX             370.0 
1#             460.0 

1« 

IS 

2 

3 

3.46 
3.75 
4.04 

33.4 
26.7 
21.5 

2 

450.0 
560.0 
560.0 

2 

2 

2^ 

i 

4.04 
4.33 
4.33 

22.4 
18.0 
17.7 

2/8 

680.0 
810.0 
980.0 

2rV 

2X 

4 

4.62 
4.91 
5.20 

14.7 
12.3 
10.2 

3 

1150.0 
1340.0 
1580.0 

an 

2« 

3# 

o 

54 

5.48 

5.77 
6.06 

8.7 
7.5 
6.3 

272                     BETHLEHEM    STEEL    COMPANY. 

BOLTS    AND    NUTS. 

BOLTS. 

U.  S.  Standard  Screw  Threads. 

NUTS. 

Manufacturers'  Standard. 

Diam. 
of 
Bolt, 
Ins. 

No.  of 
Threads 
per 
Inch. 

Diam. 
at  Root 
of 
Thread, 
Ins. 

Area  of 
Body  of 
Bolt, 
Sq.  Ins. 

Area 

at  Root 
of 
Thread, 
Sq.  Ins. 

HEXAGON.                  SQUARE. 

Short 
Diam, 
Ins. 

Long 
Diam., 
Ins. 

Side  of 
Square, 
Ins. 

Diag- 
onal, 
Ins. 

X 

20 

.185 

.049 

.027 

X 

.58 

l/2 

.71 

A 

18 

.240 

.077 

.045 

% 

.72 

% 

.88 

H 

16 

.294 

.110 

.068 

X 

.87 

X 

1.06 

A 

14 

.344 

.150 

.093 

X 

1.01 

% 

1.24 

X 

13 

.400 

.196 

.126 

% 

1.01 

H 

1.24 

A 

12 

.454 

.249 

.162 

w 

1.30 

itf 

1.59 

« 

11 

.507 

.307 

.201 

IX 

1.30 

i# 

1.59 

X 

10 

.620 

.442 

.302 

!H 

1.59 

itt 

1.94 

# 

9 

.731 

.601 

.419 

i)t 

1.88 

itt 

2.30 

i 

8 

.837 

.785 

.550 

W 

2.02 

IX 

2.47 

IX 

7 

.940 

.994 

.69.4 

2 

2.31 

2 

2.83 

IX 

7 

1.06 

1.23 

.890 

2X 

2.60 

2X 

3.18 

IX 

6 

1.16 

1.48 

1.06 

2^ 

2.89 

2X 

3.89 

1* 

6 

1.28 

1.77 

1.29 

2^ 

3.18 

3 

4.24 

1# 

5^ 

1.39 

2.07 

1.51 

3 

3.46 

3X 

4.60 

IX 

5 

1.49 

2.40 

1.74 

3* 

3.75 

3^ 

4.95 

1# 

5 

1.61 

2.76 

2.05 

3^ 

4.04 

3X 

5.30 

2 

4^ 

1.71 

3.14 

2.30 

3# 

4.04 

4 

5.66 

2X 

4^ 

1.96 

3.98 

3.02 

3^ 

4.33 

4X 

6.01 

2# 

4 

2.17 

4.91 

3.71 

4X 

4.91 

4^ 

6.36 

2X 

4 

2.42 

5.94 

4.62 

4K 

5.20 

4X 

6.72 

3 

3^ 

2.63 

7.07 

5.43 

4% 

5.48 

5 

7.07 

3X 

3^ 

2.88 

8.30 

6.51 

5 

5.77 

5^ 

7.78 

3K 

3X 

3.10 

9.62 

7.55 

5* 

6.06 

5X 

8.13 

3X 

3 

3.32 

11.04 

8.64 

5^ 

6.64 

6X 

8.84 

4 

3 

3.57 

12.57 

10.00 

6X 

7.22 

6X 

9.55 

4X 

2^ 

3.80 

14.19 

11.33 

6Y* 

7.50 

7 

9.90 

4K 

2X 

4.03 

15.90 

12.74 

7 

8.08 

7^ 

10.61 

4X 

2^ 

4.25 

17.72 

14.23 

7^ 

8.37 

7X 

10.96 

5 

2^ 

4.48 

19.63 

15.76 

iy< 

8.95 

8X 

11.66 

5K 

23/8 

4.95 

23.76 

19.27 

8% 

9.81 

9 

12.72 

6 

2X 

5.42 

28.27 

23.10 

9X 

10.67 

9X 

13.79 

BETHLEHEM    STEEL    COMPANY.                      273 

UPSET    SCREW    ENDS 

FOR    ROUND    AND    SQUARE    RODS. 

All  dimensions  are  In  Inches. 

Diameter  of 
Round  Rod, 
or  Side  of 
Square  Rod. 

Diameter 
of     , 
Upset 
Screw 

Length 
of 
Upset. 

Number 
of 
Threads 

Excess  of  Area 
at  Root  of  Thread 
o~ver  Area  of  Rod. 
Per  Cent. 

Additional 
Length  of  Rod 
Required  to  Make 
One  Upset. 

O 

.D 

End. 

Inch. 

O 

D 

O 

D 

X 

# 

4 

9 

37 

4,/2 

J/ 

3    * 

1 

4 

8 

25 

41 

37/2 

4^ 

l/^ 

4 

7 

23 

3/4 

7A 

4^ 

IX 

4 

7 

48 

16 

5 

4 

I 

IX 

4 

6 

35 

4^ 

iyB 

1 

IK 

4 

6 

30 

29 

3^ 

4 

IX 

IX 

4^ 

5^ 

23 

20 

3j£ 

4^ 

1# 

IX 

4^ 

5 

18 

3^ 

IX 

i^ 

4^z 

5 

31 

4^ 

IK 

iy& 

2 

5 

4X 

30 

22 

4  ^s 

4>i 

1M 

2^ 

5 

4K 

28 

/^T 

1/4 

2X 

5 

4^i 

26 

34 

4 

4X 

iji 

13* 

2J< 

5^ 

4/^ 

24 

30 

4>6 

4^ 

2 

2)4 

5^ 

4 

18 

21 

3j4 

2^ 

2^ 

5X 

4 

17 

3^ 

1# 

2X 

6 

4 

31 

O  //8 

2X 

2 

2% 

6 

4 

28 

28 

45^ 

45t 

2^ 

2/^ 

3 

6 

3K 

22 

20 

4^ 

4^ 

2^ 

3/^ 

6^ 

3^ 

21 

4^ 

2^ 

2X 

3X 

6^ 

3^ 

20 

29 

4^ 

5^ 

2^r  I           3^ 

7 

3K 

19 

4X 

2^         3^ 

7 

3X 

34 

^5o 

2% 

2^ 

3^ 

8 

3X 

26 

31 

5K 

6  /*4 

3 

3X 

8 

3 

22 

5X 

3/^ 

2^ 

3^ 

8 

3 

21 

35 

5/s 

^X 

3X 

2^ 

4 

8 

3 

20 

32 

6 

3^ 

4^ 

9 

3 

20 

5/2 

3^ 

2^ 

4X 

9 

2j£ 

18 

37 

8 

4^ 

9 

2X 

3^ 

3 

4K 

9 

2X 

23 

42 

^X 

7^ 

3X 

4^ 

9 

2X 

23 

5^ 

274 


BETHLEHEM    STEEL    COMPANY. 


SLEEVE    NUTS     AND    TURNBUCKLES. 

ALL  DIMENSIONS   IN    INCHES. 


SLEEVE  NUTS. 


TURNBUCKLES. 


Diameter 
of  Screw, 

u 


IK 
1* 


2 

2/8 


3^ 


DIMENSIONS. 


L      T    A 


8 

8 

g  i 

8  \ 
9 

9 

9> 
9> 
10 

10 


11 

11 

UK 


12 


12^ 
13 

13 
13 

14 


2 
2 

2/8 


23^ 
3K 


23/ 

2^ 
3 

3 


IK 

1/8 
1/8 


IK 

2/8 

4ft  2  jt 


4fi 


53^6^ 


6tt 


2^ 


33/8 


3% 


.*7ft 

6^8 


Weight 

in 
Pounds. 


DIMENSIONS. 


3 

3X 
4 


10 

11 
14 
15 
18 

19 
22 
23 

27 

28 
34 
35 
39 

40 
45 
47 
52 

55 

65 
75 


9 

9J< 
10# 

10% 


12 


12# 
13^ 


15 


18 
18 


2H 

3 

3T% 
33^ 


4ft 


6ft 


IV 


2ft 


2H 

2X 


3ft 


4V 


4ft 


t      Pounds. 


ft 


il 


l-l 


ift 


ift 


BETHLEHEM  STEEL  COMPANY. 


275 


CLEVIS  ES 


All  dimensions  in 
inches. 


Grip  G  can  be  made 
to  suit  connections. 


Diameter  of 
Clevis. 

D 


Maximum 
Pin. 

P 


DIMENSIONS  OF  CLEVIS,  IN  INCHES. 


IX 


N 


IX 


W 


IX 


3% 


I 

H 


DIAMETER  OF  CLEVIS  TO  BE  USED  FOR  A  GIVEN  ROD  AND  PIN. 


ROD. 


DIAMETER   OF  PINS. 


Round. 


W 

IX 


Square.  |   Upset. 


1 


IX 


*  I  3 
3     3 


2% 


4     4 


4  I  4 


2f" 


4  4  I  5 

5  5 


3" 


6  !  6 
6|7 

7  I  7 

7  I  7 
717 

7 


31" 


Clevises  above  and  to  right  of  heavy  zigzag  line  may  be  used  with  forks 
straight. 

Clevises  below  and  to  left  of  same  line  should  have  forks  closed  in  until 
pin  is  not  overstrained. 


276                     BETHLEHEM    STEEL    COMPANY. 

STANDARD 

STEAM,   GAS   AND   WATER    PIPE. 

Nominal 
Inside 
Diameter, 
Inches. 

Actual 
Inside 
Diameter, 
Inches. 

Actual 
Outside 
Diameter, 
Inches. 

Thickness 
Inches. 

Nominal 
Weight 
per  Foot, 
Pounds. 

Internal 
Area, 
Sq.  Inches. 

"211  <*SS£g 

SqSesJ10^00'' 

No.  of 
Threads 
per  Inch. 

n 

.27 

.405 

.07 

.24 

.06 

.13 

2500.00 

27 

X 

.36 

.540 

.09 

.42 

.10 

.23 

1385.00 

18 

H 

.49 

.675 

.09 

.56 

.19 

.36 

751.50 

18 

X 

.62 

.840 

.11 

.84 

.30 

.55 

472.40 

14 

X 

.82 

1.050 

.11 

1.12 

.53 

.87 

270.00 

14 

1.04 

1.315 

.13 

1.67 

.86 

1.36 

166.90 

11# 

tx 

1.38 

1.660 

.14 

2.24 

1.50 

3.16 

96.25 

UK 

ix 

1.61 

1.900 

.14 

2.68 

2.04 

2.83 

70.65 

n# 

2 

2.06 

2.375 

.15 

3.61 

3.35 

4.43 

42.36 

llH 

2^ 

2.46 

2.875 

.20 

5.74 

4.78 

6.49 

30.11 

8 

3 

3.06 

3.500 

.22 

7.54 

7.39 

9.62 

19.49 

8 

3^ 

3.56 

4.000 

.23 

9.00 

9.89 

12.57 

14.56 

8 

4 

4.02 

4.500 

.24 

10.66 

12.73 

15.90 

11.31 

8 

4K 

4.50 

5.000 

.25 

12.34 

15.94 

19.63 

9.03 

8 

5 

5.04 

5.560 

.26 

14.50 

19.99 

24.30 

7o20 

8 

6 

6.06 

6.625 

.28 

18.76 

28.89 

34.47 

4.98 

8 

7 

7.02 

7.625 

.30 

23.27 

38.74 

45.66 

3.72 

8 

8 

7.98 

8.625 

.32 

28.18 

50.04 

58.43 

2.88 

8 

9 

9.00 

9.625 

.34 

33.70 

63.63 

73.72 

2.26 

8 

10 

10.01 

10.750 

.37 

40.06 

78.84 

90.79 

1.80 

8 

11 

11.00 

11.75 

.37 

45.00 

95.03 

108.43 

1.50 

8 

12 

12.00 

12.75 

.37 

49.00 

113.09 

127.67 

1.27 

8 

13 

13.25 

14.00 

.37 

54.00 

137.88 

153.94 

1.04 

8 

14 

14.25 

15.00 

.37 

58.00 

159.48 

176.71 

.90 

8 

15 

15.40 

16.00 

.28 

66.00 

187.04 

201.06 

.77 

8 

16 

16.40 

17.00 

.30 

70.00 

211.24 

22698 

.68 

8 

BETHLEHEM    STEEL    COMPANY. 


277 


SPIKES,   NAILS    AND    SCREWS. 


Standard  Steel  Wire  Nails. 


Steel  Wire  Spikes. 


Common  Iron  Nails. 


Sizes. 


Common. 


Finishing. 


Diam,    I  No.  per  j  Diam.,   No.  per 
Inches.   I  Pound,  i  Inches.  Pound. 


Diam., 
Inches. 


No.  per 
Pound. 


Sizes, 


Length, 


No.  per 
Pound. 


2d 
3d 
4d 
5d 

6d 
7d 
8d 
9d 

lOd 
12d 
16d 
20d 

30d 
40d 
50d 
60d 


.0524 
.0588 
.0720 
.0764 


.0858 
.0935 
.0963 

.1082 
.1144 
.1285 
.1620 

.1819 
.2043 
.2294 
.2576 


1060 
640 
380 
275 

210 
160 
115 
93 

77 
60 
48 
31 

22 
17 
13 
11 


.0453 

.0508 
.0508 
.0571 

.0641 
.0641 
.0720 
.0720 


.0808 
.0907 
.1019 


1558 
913 
761 
500 

350 
315 
214 
195 

137 

127 
90 
62 


.1620 
.1819 
.2043 
.2294 

.2576 
.2893 
.2893 
.2249 

.2249 
.3648 
.3648 


2d 
3d 
4d 
5d 

6d 
7d 
8d 
9d 

lOd 
12d 
16d 
20d 

30d 
40d 
50d 
60d 


800 
400 
300 
200 

150 

120 

85 

75 


WROUGHT   SPIKES. 

Number  to  a  keg  of  150  Ibs. 


Length,    ^Inch.    &  Inch.    %  Inch.      Length,     ^Inch.    ^  Inch.    %Inch.    &Inch.   ^Inch. 
Inches.       No.  No.     i      No.         Inches.         No.  No.  No.  No.          No. 


2250 
1890 
1650 
1464 
1380 
1292 


1208 
1135 
1064 
930 


1161 


742 
570 


9 
10 
11 
12 


662 
635 
573 


482 
455 
424 
391 


445 
384 
300 
270 
249 
236 


306 
256 
240 
222 
203 
180 


WOOD   SCREWS. 


No.        Diam. 


.056 
.069 


.082 
.096 


.109 
.122 


No. 


10 
11 


Diam. 


.135 
.149 


.162 
.175 


.188 
.201 


No.         Diam. 


12 
13 


14 
15 


16 
17 


.215 
.228 


.241 
.255 


.281 


No. 


18 
19 


20 
21 


22 
23 


Diam. 


.293 


.321 
.334 


.347 
.361 


No. 


24 
25 

26 
27 

28 
29 
30 


Diam. 


.374 
.387 

.401 
.414 

.427 
.440 
.453 


278                     BETHLEHEM    STEEL    COMPANY. 

UNITED    STATES    STANDARD    GAUGE 

FOR    SHEET   AND    PLATE    IRON    AND    STEEL. 

Numbei 
of 
Gauge. 

Approximate  Approximate 
Thickness,     Thickness, 
Fractions       Decimals 
of  an  Inch,     of  an  Inch. 

Approximate 
Thickness, 
Millimeters. 

Weight  per 
Square  Foot, 
Pounds, 
Iron. 

Weight  per 
Square  Foot, 
Pounds, 
Steel. 

.££££.  -">•?  - 

\sr  <& 

70 

1—2 

.5 

12.70 

20. 

20.4 

99.601 

7° 

6° 

15—32 

.  46875 

11.91 

18.75 

19.  125 

93376 

6° 

5° 

7—16 

.4375 

11.11 

1750 

17.85 

87.151 

5° 

4° 

13—32 

.40625 

10.32 

16.25 

16.  575 

80.926 

40 

3° 

3-8 

.375 

9.53 

15. 

15.3 

74.701 

3° 

2° 

11—32 

.34375 

8.73 

13.75 

14.025 

68.476 

2° 

0 

5—16 

.3125 

7.94 

12.50 

12.75 

62.251 

0 

1 

9—32 

.28125 

7.14 

11.25 

11.475 

56.026 

1 

2 

17—64 

.265625 

6.75 

10.625 

10.  8375 

52.913 

2 

3 

1—4 

.25 

6.35 

10. 

10.2 

49.800 

3 

4 

15-64 

.234375 

5.95 

9.375 

9.  5625 

46.688 

4 

5 

7—32 

.21875 

5.56 

8.75 

8.925 

43.575 

5 

6 

13—64 

.203125 

5.16 

8.125 

8.  2875 

40.463 

6 

7 

3—16 

.1875 

4.76 

7.5 

7.65 

37.350 

7 

8 

11—64 

.171875 

4.37 

6875 

7.0125 

34.238 

8 

9 

5—32 

.15625 

397 

6.25 

6.375 

31.125 

9 

10 

9—64 

.  140625 

3.57 

5.625 

5.7375 

28.013 

10 

11 

1—8 

.125 

3.18 

5. 

5.1 

24.900 

11 

12 

7—64 

.109375 

2.78 

4.375 

4.4625 

21.788 

12 

13 

3—32 

.  09375 

2.38 

3.75 

3.  825 

18.675 

13 

14 

5—64 

.078125 

3.98 

3.125 

3.1875 

15.563 

14 

15 

9—128 

.0703125 

1.79 

2.8125 

2.86875 

14.006 

15 

16 

1—16 

.0625 

1.59 

2.5 

2.55 

12.450 

16 

17 

9—160 

.05625 

1.43 

2.25 

2.295 

11.205 

17 

18 

1-20 

.05 

1.27 

2. 

2.04 

9.960 

18 

19 

7—160 

.04375 

1.11 

1.75 

1.785 

8.715 

19 

20 

3—80 

.0375 

.953 

1.50 

1.53 

7.470 

20 

21 

11—320 

.034375 

.873 

1.375 

1.4025 

6.848 

21 

22 

1—32 

.03125 

.794 

1.25 

1.275 

6.225 

22 

23 

9—320 

.028125 

.714 

1.125 

1.1475 

5.603 

23 

24 

1—40 

.025 

.635 

1. 

1.02 

4.980 

24 

25 

7—320 

.021875 

.556 

.875 

.8925 

4.358 

25 

26 

3—160 

.01875 

.476 

.75 

.765 

3.735 

26 

27 

11_640 

.0171875 

.437 

.6875 

.70125 

3.424 

27 

28 

1—64 

.015625 

.397 

.625 

.6375 

3.113 

28 

29 

9—640 

.0140625 

.357 

.5625 

.57375 

2.801 

29 

30 

1—80 

.0125 

.318 

.5 

.51 

2.490 

30 

31 

7—640 

.0109375 

.278 

.4375 

.44625 

2.179 

31 

32 

13—1280 

.01015625 

.258 

.40625 

.414375 

2.023 

32 

33 

3—320 

.009375 

.238 

.375 

.3825 

1.868 

33 

34 

11—1280 

.00859375 

.218 

.34375 

.350625 

1.712 

34 

35 

5—640 

.0078125 

.198 

.3125 

.31875 

1.556 

35 

36 

9—1280 

.00703125 

.179 

.28125 

.286875 

1.401 

36 

37 

17—2560 

.  006640625 

.169 

•265625 

.2709375 

1.323 

37 

38 

1—160 

.00625 

.159 

.25 

.255 

1.245 

38 

Legalized  by  Act  of  Congress,  March  3,  1893. 

BETHLEHEM    STEEL    COMPANY.                     279 

VARIOUS  STANDARD  GAUGES  IN    USE. 

No. 
-* 

THICKNESS  IN  DECIMALS  OP  AN  INCH. 

No. 

nt 

01 

Gauge. 

Birm- 
ingham 

Browne  & 
Sharpe. 

United  States 
Standard  Plate 
Iron  and  Steel. 

British 
Imperial. 

American 
Steel  & 
Wire  Co. 

Trenton  Iron 
Co. 

Stubs 
Steel 
Wire. 

01 

Gauge. 

7° 

.500 

.500 

7° 

6° 

.46875 

464 

6° 

5° 

.4375 

.432 

45 

5° 

4° 

.454 

.46 

.40625 

.400 

.3938 

.40 

4° 

3° 

.425 

.40964 

.375 

.372 

.3625 

.36 

3° 

2° 

.380 

.3648 

.34375 

.348 

.3310 

.33 

2° 

0 

.340 

.32486 

.3125 

.324 

.3065 

.305 

o 

1 

.300 

.2893 

.28125 

.300 

.2830 

.285 

.227 

1 

2 

.284 

.25763 

.265625 

.276 

.2625 

.265 

.219 

2 

3 

.259 

.22942 

.25 

.252 

.2437 

.245 

.212 

3 

4 

.238 

.20431 

.234375 

.232 

.2253 

.225 

.207 

4 

5 

.220 

.18194 

.21875 

.212 

.2070 

.205 

.204 

5 

6 

.203 

.16202 

.203125 

.192 

.1920 

.190 

.201 

6 

7 

.180 

.14428 

.1875 

176 

.1770 

.175 

.199 

7 

8 

.165 

.12849 

.171875 

.160 

.1620 

.160 

.197 

8 

9 

.148 

.11443 

.15625 

.144 

.1483 

.145 

.194 

9 

10 

.134 

.10189 

.140625 

.128 

.1350 

.130 

.191 

10 

11 

.120 

.090742 

.125 

.116 

.1205 

.1175 

.188 

11 

12 

.109 

.080808 

.109375 

.104 

.1055 

.1050 

.185 

12 

13 

.095 

.071961 

.09375 

.092 

.0915 

.0925 

.182 

13 

14 

.083 

.064084 

.078125 

.080 

.0800 

.0800 

.180 

14 

15 

.072 

.057068 

.0703125 

.072 

.0720 

.0700 

.178 

15 

16 

.065 

.05082 

.0625 

.064 

.0625 

.0610 

.175 

16 

17 

.058 

.045257 

.05625 

.056 

.0540 

.0525 

.172 

17 

18 

.049 

.040303 

.05 

.048 

.0475 

.0450 

.168 

18 

19 

.042 

.03589 

.04375 

.040 

.0410 

.0400 

.164 

19 

20 

.035 

.031961 

.0375 

.036 

.0348 

.0350 

.161 

20 

21 

.032 

.028462 

.034375 

.032 

.03175 

.0310 

.157 

21 

22 

.028 

.025347 

.03125 

.028 

.0286 

.0280 

.155 

22 

23 

.025 

.022571 

.028125 

.024 

.0258 

.0250 

.153 

23 

24 

.022 

.0201 

.025 

.022 

.0230 

.0225 

.151 

24 

25 

.020 

.0179 

.021875 

.020 

.0204 

.0200 

.148 

25 

26 

.018 

.01594 

.01875 

.018 

.0181 

.0180 

.146 

26 

27 

.016 

.014195 

.0171875 

.0164 

.0173 

.0170 

.143 

27 

28 

.014 

.012641 

.015625 

.0148 

.0162 

.0160 

.139 

28 

29 

.013 

.011257 

•0140625 

.0136 

.0150 

.0150 

.134 

29 

30 

.012 

.010025 

.0125 

.0124 

.0140 

.0140 

.127 

30 

31 

.010 

.008928 

.0109375 

.0116 

.0132 

.0130 

.120 

31 

32 

.009 

.00795 

.01015625 

.0108 

.0128 

.0120 

.115 

32 

33 

.008 

.00708 

.009375 

.0100 

.0118 

.0110 

.112 

33 

34 

.007 

•006304 

.00859375 

.0092 

.0104 

.0100 

.110 

34 

35 

.005 

.005614 

.0078125 

.0084 

.0095 

.0095 

.108 

35 

36 

.004 

.005 

.00703125 

.0076 

.0090 

.0090 

.106 

36 

37 

.004453 

.006640625 

.0068 

.0085 

.103 

37 

38 

.003965 

.00625 

.0060 

.0080 

.101 

38 

39 

.003531 

.0075 

.099 

39 

40 

.003144 

.0070 

.097 

40 

280                     BETHLEHEM    STEEL    COMPANY. 

AREAS   AND    WEIGHTS   OF 

SQUARE  AND   ROUND  STEEL   BARS. 

Diam- 

n     I      o 

Diam- 

n           o 

eter 
or 
Side, 
Inches 

Area, 
Sq.  Ins. 

Weight 
per  Ft, 
Lbs, 

Area, 
Sq.  Ins. 

Weight 
per  ft, 
Lbs. 

eter 
or 
Side, 
Inches 

Area, 
84.  Ins. 

Weight 
per  ft, 
Lbs. 

Area, 
Sq.Ins. 

Weight 
perlt, 
Lbs. 

0 

2 

4.000 

13.60 

3142 

1068 

A 

.004 

.013 

.003 

.010 

A 

4.254 

14.46 

3.341 

11.36 

X 

.016 

.053 

.012 

.042 

X 

4.516 

15.35 

3.547 

12.06 

ft 

.035 

.119 

.028 

.094 

ft 

4.785 

16.27 

3.758 

12.78 

X 

.062 

.212 

.049 

.167 

X 

5.063 

17.22 

3.976 

13.52 

J* 

.098 

.333 

.077 

.261 

A 

5.348 

18.19 

4.200 

14.28 

# 

.141 

.478 

.110 

.375 

£ 

5.641 

19.18 

4.430 

15.07 

A 

.191 

.651 

.150 

.611 

A 

5.941 

20.20 

4.666 

15.86 

% 

.250 

.850 

.196 

.667 

X 

6.250 

21.25 

4.909 

16.69 

ft 

.316 

1.076 

.248 

.845 

ft 

6.566 

22.33 

5.157 

17.53 

# 

.391 

1.328 

.307 

1.043 

M 

6.891 

23.43 

5.412 

18.40 

ii 

.473 

1.608 

.371 

1.262 

ii 

7.223 

24.56 

5.673 

19.29 

# 

.562 

1.913 

.442 

1.502 

X 

7.563 

25.71 

5.940 

20.20 

if 

.660 

2.245 

.518 

1.763 

if 

7.910 

26.90 

6.213 

21.12 

# 

.766 

2.603 

.601 

2.044 

K 

8.266 

28.10 

6.492 

22.07 

if 

.879 

2.989 

.690 

2.347 

if 

8.629 

29.34 

6.777 

23.04 

1 

1.000 

3.400 

.785 

2.670 

3 

9.000 

30.60 

7.069 

24.03 

ft 

1.129 

3.838 

.887 

3.014 

A 

9.379 

31.89 

7.366 

25.04 

X 

1.266 

4.303 

.994 

3.379 

n 

9.766 

33.20 

7.670 

26.08 

ft 

1.410 

4.795 

1.108 

3.766 

A 

10.16 

34.55 

7.980 

27.13 

X 

1.563 

5.312 

1.227 

4.173 

X 

10.56 

35.92 

8.296 

28.20 

ft 

1.723 

5.857 

1.353 

4.600 

ft 

10.97 

37.31 

8.618 

29.30 

tf 

1.891 

6.428 

1.485 

5.049 

X 

11.39 

38.73 

8.946 

30.42 

ft 

2.066 

7.026 

1.623 

5.518 

A 

11.82 

40.18 

9.281 

31.56 

X 

2.250 

7.650 

1.767 

6.008 

X 

12.25 

41.65 

9.621 

32.71 

ft 

2.441 

8.301 

1.918 

6.520 

A 

12.69 

43.14 

9.968 

33.90 

8 

2.641 

8.978 

2.074 

7.051 

« 

13.14 

44.68 

10.32 

35.09 

H 

2.848 

9.682 

2.237 

7.604 

It 

13.60 

46.24 

10.68 

36.31 

X 

3.063 

10.41 

2.405 

8.178 

X 

14.06 

47.82 

11.05 

37.56 

H 

3.285 

11.17 

2.580 

8.773 

if 

14.54 

49.42 

11.42 

38.81 

^ 

3.516 

11.95 

2.761 

9.388 

» 

15.02 

51.05 

11.79 

40.10 

if 

3.754 

12.76 

2.948 

10.02 

if 

15.50 

52.71 

12.18 

41.40 

BETHLEHEM    STEEL    COMPANY.                      281 

AREAS   AND   WEIGHTS   OF 

SQUARE  AND  ROUND   STEEL  BARS 

(CONTINUED). 

Diam- 

n           o 

Diam- 

g 

O 

eter 
or 
Side, 
Inches 

Area, 
Sq.  Ins. 

Lbs.    j  ^" 

Weight 
peril, 
Lbs. 

eter 
or 
Side, 
Inches. 

Area, 
Sq.  Ins. 

Weight 
perFt, 
Lbs. 

Area, 
Sq.Ins. 

Weight 
per  Ft., 
Lbs. 

4 

16.00 

54.40 

12.57 

42.73 

6 

36.00 

122.4 

28.27 

96.14 

jTv 

16.50 

56.11 

12.96 

44.07 

% 

37.52 

127.6 

29.47 

100.2 

17.02 

57.85 

13.36 

45.44 

X 

39.06 

132.8 

30.68 

104.3 

4 

17.54 

59.62 

13.77 

4683 

40.64 

138.2 

31.92 

108.5 

# 

18.06 

61.41 

14.19 

48.24 

# 

42.25 

143.6 

33.18 

112.8 

ft 

18.60 

63.23 

14.61 

49.66 

43.89 

149.2 

34.47 

117.2 

H 

19.14 

65.08 

15.03 

51.11 

fy{ 

45.56 

154.9 

35.79 

121.7 

ft 

19.69 

66.95 

15.47 

52.58 

H 

47.27 

160.8 

37.12 

126.2 

X 

20.25 

68.85 

15.90 

5407 

7 

49.00 

166.6 

38.49 

130.9 

ft 

20.82 

70.78 

16.35 

55.59 

52.56 

178.7 

41.28 

140.4 

$ 

21.39 

72.73 

16.80 

57.12 

y* 

56.25 

191.3 

44.18 

150.2 

H 

21.97 

74.70 

17.26 

58.67 

X 

60.06 

204.2 

47.17 

160.3 

I/ 

22.56 

76.71 

17.72 

60.25 

8 

64.00 

217.6 

50.27 

171.0 

If 

23.16 

78.74 

18.19 

61.84 

68.06 

231.4 

53.46 

181.8 

23.77 

80.81 

18.67 

63.46 

% 

72.25 

245.6 

56.75 

193.0 

if 

24.38 

82.89 

19.15 

65.10 

X 

76.56 

260.3 

60.13 

204.4 

5 

25.00 

85.00 

19.64 

66.76 

9 

81.00 

275.4 

63.62 

216.3 

jTv 

25.63 

87.14 

20.13 

68.44 

,* 

85.56 

290.9 

67.20 

228.5 

26.27 

89.30 

20.63 

70.14 

90.25 

306.8 

7088 

241.0 

'ft 

26.91 

91.49 

21.14 

71.86 

V 

95.06 

323.2 

74.66 

253.9 

X 

27.56 

93.72 

21.65 

73.60 

10 

100.00 

340.0 

78.54 

267.0 

ft 

28.22 

95.96 

22.17 

75.37 

# 

105.06 

357.2 

82.52 

280.6 

H 

28.89 

98.23 

22.69 

77.15 

110.25 

374.9 

86.59 

294.4 

ft 

29.57 

100.5 

23.22 

78.95 

V 

115.56 

392.9 

90.76 

308.6 

y* 

30.25 

102.8 

23.76 

80.77 

11 

121.00 

411.4 

95.03 

323.1 

A 

30.94 

105.2 

24.30 

82.62 

126.56 

430.3 

99.40 

337.9 

^ 

31.64 

107.6 

24.85 

84.49 

# 

132.25 

449.6 

103.87 

353.1 

H 

32.35 

110.0 

25.41 

86.38 

u 

138.06 

469.4 

108.43 

368.6 

Jtf 

33.06 

112.4 

25.97 

88.29 

12 

144.00 

489.6 

113.10 

384.5 

it 

33.79 

114.9 

26.54 

90.22 

13 

169.00 

574.6 

132.73 

451.3 

fi 

34.52 

117.4 

27.11 

92.17 

14 

196.00 

666.4 

153.94 

523.4 

if 

35.25 

119.9 

27.69 

94.14 

15 

225.00 

765.0 

176.72 

600.8 

BETHLEHEM    STEEL    COMPANY. 


WEIGHTS    OF  STEEL    FLATS. 

POUNDS  PER  LINEAL  FOOT. 

1  cubic  foot  weighing  489.6  Ibs. 


Thick- 

in 

Inches. 

X" 

>* 

*" 

1" 

IX" 

l#» 

IX" 

2" 

12" 

A 

.159 

.319 

.478 

.638 

.797 

.957 

1.11 

1.28 

7.65 

X 

.212 

.425 

.636 

.850 

1.06 

1.28 

1.49 

1.70 

10.20 

A 

.265 

.531 

.797 

1.06 

1.33 

1.59 

1.86 

2.12 

12.75 

.319 

.638 

.957 

1.28 

1.59 

1.92 

2.23 

2.55 

15.30 

rV 

.372 

.744 

1.12 

1.49 

1.86 

2.23 

2.60 

2.98 

17.85 

X 

.425 

.850 

1.28 

1.70 

2.12 

2.55 

2.98 

3.40 

20.40 

5   * 

.478 

.957 

1.43 

1.92 

2.39 

2.87 

3.35 

3.83 

22.95 

.531 

1.06 

1.59 

2.12 

2.65 

3.19 

3.72 

4.25 

25.50 

tt 

.584 

1.17 

1.75 

2.34 

2.92 

3.51 

4.09 

4.67 

28.05 

.638 

1.28 

1.91 

2.55 

3.19 

3.83 

4.47 

5.10 

30.60 

if 

.690 

1.38 

2.07 

2.76 

3.45 

4.14 

4.84 

5.53 

33.15 

.744 

1.49 

2.23 

2.98 

3.72 

4.47 

5.20 

5.95 

35.70 

78  it 

.797 

1.59 

2.39 

3.19 

3.99 

4.78 

5.58 

6.38 

38.25 

1 

.850 

1.70 

2.55 

3.40 

4.25 

5.10 

5.95 

6.80 

40.80 

IT* 

.903 

1.81 

2.71 

3.61 

4.52 

5.42 

6.32 

7.22 

43.35 

l/"6 

.957 

1.91 

2.87 

3.83 

4.78 

5.74 

6.70 

7.65 

45.90 

IA 

1.01 

2.02 

3.03 

4.04 

5.05 

6.06 

7.07 

8.08 

48.45 

IX 

1.06 

2.13 

3.19 

4.25 

5.31 

6.38 

7.44 

8.50 

51.00 

IT* 

1.12 

2.23 

3.35 

4.46 

5.58 

6.69 

7.81 

8.93 

53.55 

\y^ 

1.17 

2.34 

3.51 

4.67 

5.84 

7.02 

8.18 

9.35 

56.10 

JJL 

1.22 

2.44 

3.67 

4.89 

6.11 

7.34 

8.56 

9.78 

58.65 

1>£ 

1.28 

2.55 

3.83 

5.10 

6.38 

7.65 

8.93 

10.20 

61.20 

1A 

1.33 

2.66 

3.98 

5.32 

6.64 

7.97 

9.30 

10.63 

63.75 

1^ 

1.38 

2.76 

4.14 

5.52 

6.90 

8.29 

9.67 

11.05 

66.30 

]  IT 

1.43 

2.87 

4.30 

5.74 

7.17 

8.61 

10.04 

11.47 

68.85 

IX 

1.49 

2.98 

4.46 

5.95 

7.44 

8.93 

10.42 

11.90 

71.40 

*F 

1.54 

3.08 

4.62 

6.16 

7.70 

9.24 

10.79 

12.33 

73.95 

1.59 

3.19 

4.78 

6.38 

7.97 

9.57 

11.15 

12.75 

76.50 

lit 

1.65 

3.29 

4.94 

6.59 

8.24 

9.88 

11.53 

13.18 

79.05 

2 

1.70 

3.40 

5.10 

6.80 

8.50 

10.20 

11.90 

13.60 

81.60 

BETHLEHEM    STEEL    COMPANY.                     283 

WEIGHTS  OF  STEEL  FLATS 

(CONTINUED). 

POUNDS   PER   LINEAL  FOOT. 

Thick- 

12" 

in 
Inches. 

in 

IK 

** 

3" 

0/4 

0/2 

o>4 

VA 

1.44 
1.91 

1.59 
2.12 

1.75 
2.34 

1.91 
2.55 

2.07 
2.76 

2.23 

2.98 

2.39 
3.19 

2.55 
3.40 

7.65 
10.20 

I* 

2.39 
2.87 
3.35 
3.83 

2.65 
3.19 
3.72 
4.25 

2.92 
3.51 
4.09 
4.67 

3.19 
3.83 
4.46 
5.10 

3.45 
4.15 

4.83 
5.53 

3.72 
4.47 
5.20 
5.95 

3.99 
4.78 
5.58 
6.38 

4.25 
5.10 
5.95 
6.80 

12.75 
15.30 

17.85 
20.40 

5T°5 

4.30 
4.78 
5.26 
5.75 

4.78 
5.31 

5.84 
6.38 

5.26 

5.84 
6.43 
7.02 

5.74 
6.38 
7.02 
7.65 

6.22 
6.91 
7.60 
8.29 

6.70 
7.44 
8.18 
8.93 

7.17 
7.97 
8.76 
9.57 

7.65 
8.50 
9.35 
10.20 

22.95 
25.50 
28.05 
30.60 

H 

H 

i  T 

6.21 
6.69 
7.18 
7.65 

6.90 
7.44 
7.97 
8.50 

7.60 

8.18 
8.77 
9.35 

8.29 
8.93 
9.57 
10.20 

8.98 
9.67 
10.36 
11.05 

9.67 
10.41 
11.16 
11.90 

10.36 
11.16 
11.95 
12.75 

11.05 
11.90 
12.75 
13.60 

33.15 
35.70 
38.25 
40.80 

ri> 

8.13 
8.61 
9.09 
9.57 

9.03 
9.57 
10.10 
10.63 

9.93 
10.52 
11.11 
11.69 

10.84 
11.48 
12.12 
12.75 

11.74 
12.43 
13.12 
13.81 

12.65 
13.39 
14.13 
14.87 

13.55 
14.34 
15.14 
15.94 

14.45 
15.30 
16.15 
17.00 

43.35 
45.90 
48.45 
51.00 

|| 

10.04 
10.52 
11.00 
11.48 

11.16 
11.69 
12.22 
12.75 

12.27 
12.85 
13.44 
14.03 

13.39 
14.03 
14.66 
15.30 

14.50 
15.20 
15.88 
16.58 

15.62 
16.36 
17.10 
17.85 

16.74 
17.53 
18.33 
19.13 

17.85 
18.70 
19.55 
20.40 

53.55 
56.10 
58.65 
61.20 

111 
l|* 

11.95 
12.43 
12.91 
13.40 

13.28 
13.81 
14.34 

14.88 

14.61 
15.19 
15.78 
16.37 

15.94 
16.58 
17.22 

17.85 

17.27 
17.96 
18.65 
19.34 

18.60 
19.34 

20.08 
20.83 

19.92 
20.72 
21.51 
22.32 

21.25 
22.10 

22.95 
23.80 

63.75 
66.30 
68.85 
71.40 

P 

13.86 
14.34 
14.83 
15.30 

15.40 
15.94 
16.47 
17.00 

16.95 
17.53 
18.12 
18.70 

18.49 
19.13 
19.77 
20.40 

20.03 
20.72 
21.41 
22.10 

21.57 
22.31 
23.06 
23.80 

23.11 
23.91 
24.70 
25.50 

24.65 
25.50 
26.35 
27.20 

73.95 
76.50 
79.05 
81.60 

284 


BETHLEHEM    STEEL    COMPANY. 


WEIGHTS  OF  STEEL  FLATS 

(CONTINUED). 

POUNDS   PER   LINEAL  FOOT. 


Thick- 

^ 

Inches. 

4X" 

4^" 

4#" 

5" 

5#" 

5#" 

5K" 

6" 

12" 

A 

2.71 

2.87 

3.03 

3.19 

3.35 

3.51 

3.67 

3.83 

7.65 

X 

3.61 

3.83 

4.04 

4.25 

4.46 

4.67 

4.89 

5.10 

10.20 

A 

4.52 

4.78 

5.05 

5.31 

5.58 

5.84 

6.11 

6.38 

12.75 

H 

5.42 

5.74 

6.06 

6.38 

6.69 

7.02 

7.34 

7.65 

15.30 

A 

6.32 

6.70 

7.07 

7.44 

7.81 

8.18 

8.56 

8.93 

17.85 

y* 

7.22 

7.65 

8.08 

8.50 

8.93 

9.35 

9.77 

10.20 

20.40 

A 

8.13 

8.61 

9.09 

9.57 

10.04 

10.52 

11.00 

11.48 

22.95 

# 

9.03 

9.57 

10.10 

10.63 

11.16 

11.69 

12.22 

12.75 

25.50 

« 

9.93 

10.52 

11.11 

11.69 

12.27 

12.85 

13.44 

14.03 

28.05 

# 

10.84 

11.48 

12.12 

12.75 

13.39 

14.03 

14.67 

15.30 

30.60 

H 

11.74 

12.43 

13.12 

13.81 

14.50 

15.19 

15.88 

16.58 

33.15 

# 

12.65 

13.39 

14.13 

14.87 

15.62 

16.36 

17.10 

17.85 

35.70 

H 

13.55 

14.34 

15.14 

15.94 

16.74 

17.53 

18.33 

19.13 

38.25 

i 

14.45 

15.30 

16.15 

17.00 

17.85 

18.70 

19.55 

20.40 

40.80 

1A 

15.35 

16.26 

17.16 

18.06 

18.96 

19.87 

20.77 

21.68 

43.35 

1)1 

16.26 

17.22 

18.17 

19.13 

20.08 

21.04 

21.99 

22.95 

45.90 

1A 

17.16 

18.17 

19.18 

20.19 

21.20 

22.21 

23.22 

24.23 

48.45 

ik 

18.06 

19.13 

20.19 

21.25 

22.32 

23.38 

24.44 

25.50 

51.00 

*& 

18.96 

20.08 

21.20 

22.32 

23.43 

24.54 

25.66 

26.78 

53.55 

\y% 

19.87 

21.04 

22.21 

23.38 

24.54 

25.71 

26.88 

28.05 

56.10 

\j 

20.77 

21.99 

23.22 

24.44 

25.66 

26.88 

28.10 

29.33 

58.65 

ll/2 

21.68 

22.95 

24.23 

25.50 

26.78 

28.05 

29.33 

30.60 

61.20 

IT* 

22.58 

23.91 

25.24 

26.57 

27.89 

29.22 

30.55 

31.88 

63.75 

Ifi 

23.48 

24.87 

26.25 

27.63 

29.01 

30.39 

31.77 

33.15 

66.30 

Itt 

24.38 

25.82 

27.26 

28.69 

30.12 

31.55 

32.99 

34.43 

68.85 

1* 

25.29 

26.78 

28.27 

29.75 

31.24 

32.73 

34.22 

35.70 

71.40 

jij 

26.19 

27.73 

29.27 

30.81 

32.35 

33.89 

35.43 

36.98 

73.95 

lM 

27.10 

28.69 

30.28 

31.87 

33.47 

35.06 

36.65 

38.25 

76.50 

1H 

28.00 

29.64 

31.29 

32.94 

34.59 

36.23 

37.88 

39.53 

79.05 

2 

28.90 

30.60 

32.30 

34.00 

35.70 

37.40 

39.10 

40.80 

81.60 

BETHLEHEM    STEEL    COMPANY.                        285 

WEIGHTS    OF    STEEL    FLATS 

(CONTINUED). 

POUNDS  PER  LINEAL  FOOT. 

Thick- 
ness, 
in 
Inches. 

6X" 

w 

6tf" 

7" 

7X" 

iy*ft 

7#« 

r 

12" 

X* 

3.99 
5.31 

4.14 
5.53 

4.30 
5.74 

4.46 
5.95 

4.62 
6.16 

4.78 
6.36 

4.94 
6.58 

5.10 
6.80 

7.65 
10.20 

A 

> 

6.64 
7.97 
9.29 
10.63 

6.90 
8.29 
9.67 
11.05 

7.17 
8.61 
10.04 
11.48 

7.44 
8.93 
10.41 
11.90 

7.70 
9.25 
10.78 
12.32 

7.97 
9.57 
11.16 
12.75 

8.23 
9.88 
11.53 
13.18 

8.50 
10.20 
11.90 
13.60 

12.75 
15.30 
17.85 
20.40 

;3 
ft 

x" 

11.95 
13.28 
14.61 
15.94 

12.43 
13.81 
15.20 
16.58 

12.91 
14.34 
15.78 
17.22 

13.39 

14.87 
16.36 
17.85 

13.86 
15.40 
16.94 
18.49 

14.34 
15.94 
17.53 
19.13 

14.82 
16.47 
18.12 
19.77 

15.30 
17.00 
18.70 
20.40 

22.95 
25.50 
28.05 
30.60 

H* 

1' 

17.27 
18.60 
19.92 
21.25 

17.95 
19.34 
20.72 
22.10 

18.65 
20.08 
21.51 
22.95 

19.34 
20.83 
22.32 
23.80 

20.03 
21.57 
23.11 

24.65 

20.72 
22.32 
23.91 
25.50 

21.41 
23.05 
24.70 
26.35 

22.10 
23.80 
25.50 
27.20 

33.15 
35.70 
38.25 
40.80 

II 

Uf 

22.58 
23.91 
25.23 
26.56 

23.48 
24.87 
26.24 
27.62 

24.39 
25.82 
27.25 
28.69 

25.29 

26.78 
28.26 
29.75 

26.19 
27.73 
29.27 
30.81 

27.10 
28.68 
30.28 
31.88 

28.00 
29.64 
31.29 
32.94 

28.90 
30.60 
32.30 
34.00 

43.35 

45.90 
48.45 
51.00 

in 

i>l 

27.90 
29.22 
30.55 
31.88 

29.01 
30.39 
31.77 
33.15 

30.12 
31.56 
32.99 
34.43 

31.23 
32.72 
34.21 
35.70 

32.35 
33.89 
35.44 
36.98 

33.48 
35.06 
36.66 
38.26 

34.59 
36.23 
37.88 
39.53 

35.70 
37.40 
39.10 
40.80 

53.55 
56.10 
58.65 
61.20 

if 

33.20 
34.53 
35.86 
37.19 

34.53 
35.91 
37.30 
38.68 

35.86 
37.29 
38.73 
40.17 

37.19 
38.67 
40.16 
41.65 

38.51 
40.05 
41.59 
43.14 

39.84 
41.44 
43.03 
44.63 

41.17 
42.82 
44.47 
46.12 

42.50 
44.20 
45.90 
47.60 

63.75 
66.30 
68.85 
71.40 

lit 
1^ 

$ 

38.52 
39.85 
41.17 
42.50 

40.05 
41.44 

42.82 
44.20 

41.60 
43.03 
44.46 
45.90 

43.14 
44.63 
46.12 
47.60 

44.68 
46.22 
47.76 
49.30 

46.22 

47.82 
49.41 
51.00 

47.76 
49.40 
51.05 
52.70 

49.30 
51.00 
52.70 
54.40 

73.95 
76.50 
79.05 
81.60 

286 


BETHLEHEM    STEEL    COMPANY. 


WEIGHTS    OF    STEEL    FLATS 

(CONTINUED). 
POUNDS  PER  LINEAL  FOOT. 


Thick- 
ness 

uoaa, 

in 

Inches. 

8X 

*%" 

8^ 

9" 

9X 

9* 

m 

12" 

i  ^ 

5.26 

5.42 

5.58 

5.74 

5.90 

6.06 

6.22 

6.38 

7.65 

7.01 

7.22 

7.43 

7.65 

7.86 

8.08 

8.29 

8.50 

10.20 

ft 

8.76 

9.03 

9.29 

9.56 

9.83 

10.10 

10.36 

10.62 

12.75 

10.52 

10.84 

11.16 

11.48 

11.80 

12.12 

12.44 

12.75 

15.30 

ft 

12.27 

12.64 

13.02 

13.40 

13.76 

14.14 

14.51 

14.88 

17.85 

14.03 

14.44 

14.87 

15.30 

15.73 

16.16 

16.58 

17.00 

20.40 

ft 

15.78 

16.26 

16.74 

17.22 

17.69 

18.18 

18.65 

19.14 

22.95 

^ 

17.53 

18.06 

18.59 

19.13 

19.65 

20.19 

20.72 

21.25 

25.50 

ii 

19.28 

19.86 

20.45 

21.04 

21.62 

22.21 

22.79 

23.38 

28.05 

K 

21.04 

21.68 

22.32 

22.96 

23.59 

24.23 

24.86 

25.50 

30.60 

it 

22.79 

23.48 

24.17 

24.86 

25.55 

26.24 

26.94 

27.62 

33.15 

24.55 

25.30 

26.04 

26.78 

27.52 

28.26 

29.01 

29.75 

35.70 

'if 

26.30 

27.10 

27.89 

28.69 

29.49 

30.28 

31.08 

31.88 

38.25 

1 

28.05 

28.90 

29.75 

30.60 

31.45 

32.30 

33.16 

34.00 

40.80 

1ft 

29.80 

30.70 

31.61 

32.52 

33.41 

34.32 

35.22 

36.12 

43.35 

31.56 

32.52 

33.47 

34.43 

35.38 

36.34 

37.29 

38.25 

45.90 

1-^ 

33.31 

34.32 

35.33 

36.34 

37.35 

38.36 

39.37 

40.38 

48.45 

IX 

35.06 

36.12 

37.20 

38.26 

39.31 

40.37 

41.44 

42.50 

51.00 

1ft 

36.81 

37.93 

39.05 

40.16 

41.28 

42.40 

43.52 

44.64 

53.55 

38.57 

39.74 

40.91 

42.08 

43.25 

44.41 

45.58 

46.75 

56.10 

ift 

40.32 

41.54 

42.77 

44.00 

45.22 

46.44 

47.66 

48.88 

58.65 

IK 

42.08 

43.35 

44.63 

45.90 

47.18 

48.45 

49.73 

51.00 

61.20 

ift 

43.83 

45.16 

46.49 

47.82 

49.14 

50.48 

51.80 

53.14 

63.75 

if6 

45.58 

46.96 

48.34 

49.73 

51.10 

52.49 

53.87 

55.25 

66.30 

ij-i. 

47.33 

48.76 

50.20 

51.64 

53.07 

54.51 

55.94 

57.38 

68.85 

IK 

49.09 

50.58 

52.07 

53.56 

55.04 

56.53 

58.01 

59.50 

71.40 

itf 

50.84 

52.38 

53.92 

55.46 

57.00 

58.54 

60.09 

61.62 

73.95 

1?6 

52.60 

54.20 

55.79 

57.38 

58.97 

60.56 

62.16 

63.75 

76.50 

54.35 

56.00 

57.64 

59.29 

60.94 

62.58 

64,23 

65.88 

79.05 

2T* 

56.10 

57.80 

59.50 

61.20 

62.90 

64.60 

66.30 

68.00 

81.60 

BETHLEHEM    STEEL    COMPANY.                      287 

WEIGHTS    OF    STEEL    FLATS 

(CONTINUED). 

POUNDS  PER  LINEAL  FOOT. 

Thick- 
ness, 
in 
Inches. 

MX" 

10#"  10#* 

11"     11X" 

11#" 

HJT 

12" 

12^" 

$ 

6.54 
8.71 

6.70 
8.92 

6.86 
9.14 

7.02 
9.34 

7.17 
9.57 

7.32 

9.78 

7.49 
10.00 

7.65 
10.20 

7.98 
10.63 

& 

> 

10.89 
13.07 
15.25 
17.42 

11.16 
13.39 
15.62 

17.85 

11.42 
13.71 
15.99 
18.28 

11.68 
14.03 
16.36 
18.70 

11.95 
14.35 
16.74 
19.13 

12.22 
14.68 
17.12 
19.55 

12.49 
14.99 
17.49 
19.97 

12.75 
15.30 

17.85 
20.40 

13.28 
15.94 
18.60 
21.25 

$ 

X 

19.61 
21.78 
23.96 
26.14 

20.08 
22.32 
24.54 

26.78 

20.56 
22.85 
25.13 
27.42 

21.02 

23.38 
25.70 

28.05 

21.51 
23.91 
26.30 

28.68 

22.00 
24.44 
26.88 
29.33 

22.48 
24.97 
27.47 
29.97 

22.95 
25.50 
28.05 
30.60 

23.90 
26.56 
29.22 

31.88 

rl 

28.32 
30.50 
32.67 
34,85 

29.00 
31.24 
33.48 
35.70 

29.69 
31.98 
34.28 
36.55 

30.40 
32.72 
35.06 
37.40 

31.08 
33.47 
35.86 
38.25 

31.76 
34.21 
36.66 
39.10 

32.46 
34.95 
37.46 
39.95 

33.15 
35.70 
38.25 
40.80 

34.53 
37.19 
39.84 
42.50 

111 
it 

37.03 
39.21 
41.39 
43.56 

37.92 
40.17 
42.40 
44.63 

38.83 
41.12 
43.40 
45.69 

39.74 
42.08 
44.42 
46.76 

40.64 
43.04 
45.42 

47.82 

41.54 
44.00 
46.44 

48.88 

42.45 
44.94 
47.45 
49.94 

43.35 
45.90 
48.45 
51.00 

45.16 
47.82 
50.46 
53.12 

Ijl 

45.75 
47.92 
50.10 

52.28 

46.86 
49.08 
51.32 
53.55 

47.97 
50.25 
52.54 
54.83 

49.08 
51.42 
53.76 
56.10 

50.20 
52.59 
54.99 
57,37 

51.32 
53.76 
56.21 
58.65 

52.44 
54.93 
57.43 
59.93 

53.55 
56.10 
58.65 
61.20 

55.78 
58.44 
61.10 
63.75 

1 

54.46 
56.63 
58.81 
60.99 

55.78 
58.02 
60.24 
62.48 

57.11 
59.40 
61.68 
63.97 

58.42 
60.78 
63.10 
65.45 

59.76 
62.16 
64.55 
66.93 

61.10 
63.54 
65.98 
68.43 

62.43 
64.92 
67.42 
69.92 

63.75 
66.30 
68.85 
71.40 

66.40 
69.06 
71.72 
74.38 

ill 
l!l 

63.17 
65.35 
67.52 
69.70 

64.70 
66.94 
69.18 
71.40 

66.24 
68.53 
70.83 
73.10 

67.80 
70.12 
72.46 
74.80 

69.33 
71.72 
74.11 
76.50 

70.86 
73.31 

75.76 
78.20 

72.41 
74.90 
77.41 
79.90 

73.95 
76.50 
79.05 
81.60 

77.03 
79.69 
82.34 
85.00 

288                      BETHLEHEM    STEEL    COMPANY. 

WEIGHTS    OF    STEEL    PLATES. 

POUNDS  PER   LINEAL  FOOT. 

1  cubic  foot  weighing  489.6  Ibs. 

Thick- 
ness, 
in 
Inches. 

13" 

14" 

15'" 

16" 

17" 

18" 

19" 

20" 

21" 

** 

8.28 
11.06 

8.92 
11.90 

9.56 
12.75 

10.20 
13.60 

10.84 
14.44 

11.48 
15.30 

12.10 

16.16 

12.76 
17.00 

13.40 
17.84 

xA 

> 

13.81 
16.58 
19.34 
22.10 

14.88 
17.86 
20.82 
23.80 

15.94 
19.14 
22.32 

25.50 

17.00 
20.40 
23.80 
27.20 

18.06 
21.68 

25.28 
28.89 

19.12 
22.96 
26.79 
30.60 

20.20 
24.24 
28.28 
32.31 

21.24 
25.50 
29.75 
34.00 

22.32 

26.78 
31.24 
35.70 

* 

# 

,tt 

# 

24.86 
27.62 
30.39 
33.16 

26.78 
29.74 
32.72 
35.71 

28.70 
31.88 
35.06 
38.26 

30.60 
34.00 
37.40 
40.80 

32.52 
36.12 
39.72 
43.36 

34.44 
38.25 
42.08 
45.92 

36.34 
40.37 
44.42 
48.46 

38.27 
42.50 
46.74 
51.00 

40.16 
44.64 
49.08 
53.56 

«" 
,fl 

35.91 
38.68 
41.44 
44.20 

38.67 
41.65 
44.63 
47.60 

41.43 
44.62 
47.82 
51.00 

44.20 
47.60 
51.00 
54.40 

46.96 
50.60 
54.20 
57.80 

49.72 
53.56 
57.38 
61.20 

52.48 
56.52 
60.57 
64.60 

55.25 
59.50 
63.76 
68.00 

58.01 
62.49 
66.96 
71.40 

T  (f 
1^ 

15 

46.96 
49.72 

52.48 
55.25 

50.57 
53.55 
56.52 
59.50 

54.20 
57.37 
60.56 
63.76 

57.80 
61.20 

64.60 
68.00 

61.40 
65.04 
68.64 
72.26 

65.02 

68.85 
72.68 
76.50 

68.64 
72.68 
76.72 
80.74 

72.25 
76.50 
80.75 
85.00 

75.85 
80.33 
84.79 
89.26 

ifl 

1& 
1^ 

58.02 
60.77 
63.54 
66.30 

62.47 
65.45 
68.42 
71.40 

66.95 
70.12 
73.32 

76.51 

71.40 

74.80 
78.20 
81.60 

75.86 
79.48 
83.08 

86.70 

8033 
84.15 
88.00 
91.80 

84.80 
88.83 
92.88 
96.90 

89.28 
93.50 
97.75 
102.00 

93.72 
98.17 
102.65 
107.10 

1 

69.06 
71.83 
74.59 
77.35 

74.38 

77.35 
80.33 
83.30 

79.69 

82.88 
86.06 
89.25 

85.00 
88.40 
91.80 
95.20 

90.31 
93.93 
97.54 
101.15 

95.63 
99.45 
103.28 
107.10 

100.94 
104.98 
109.01 
113.05 

106.25 
110.50 
114.75 
119.00 

111.56 
116.03 
120.49 
124.95 

P 

80.11 

82.88 
85.64 
88.40 

86.28 
89.25 
92.23 
95.20 

92.44 
95.63 

98.81 
102.00 

98.60 
102.00 
105.40 
108.80 

104.76 
108.38 
111.99 
115.60 

110.93 
114.75 
118.58 
122.40 

117.09 
121.13 
125.16 

129.20 

123.25 
127.50 
131.75 
136.00 

129.41 
133.88 
138.34 
142.80 

BETHLEHEM    STEEL    COMPANY.                      289 

WEIGHTS    OF    STEEL    PLATES 

(CONTINUED). 

POUNDS  PER  LINEAL  FOOT. 

Thick- 
ness, 
in 
Inches. 

22" 

23" 

24" 

25" 

26" 

27" 

28" 

29" 

30" 

•/- 

14.04 
18.69 

14.64 
19.56 

15.32 

20.40 

15.96 
21.26 

16.56 
22.12 

17.20 
22.96 

17.84 
23.80 

18.48 
24.64 

19.12 
25.50 

«A 

A 
% 

23.36 
28.06 
32.72 
37.40 

24.44 
29.33 
34.24 
39.10 

25.52 
30.60 
35.72 
40.80 

26.56 
31.88 
37.20 
42.50 

27.62 
33.16 
38.68 
44.20 

28.68 
34.44 
40.17 
45.92 

29.76 
35.72 
41.65 
47.60 

30.80 
37.00 
43.14 
49.28 

31.88 
38.28 
44.64 
51.00 

A 

X 

y* 

% 

42.04 
46.76 
51.40 
56.10 

44.00 

48.88 
53.76 
68.66 

45.92 
51.00 
56.12 
61.20 

47.80 
53.12 

58.44 
63.76 

49.73 
55.24 
60.78 
66.32 

51.64 
57.37 
63.11 

68.88 

53.56 
59.49 
65.44 
71.42 

55.48 
61.60 
67.77 
73.97 

57.40 
63.76 
70.13 
76.53 

*» 
,J 

60.79 
65.44 
70.13 
74.80 

63.53 
68.43 
73.32 

78.20 

66.29 
71.40 
76.50 
81.60 

69.06 
74.38 
79.68 
85.00 

71.82 
77.36 
82.88 
88.40 

74.58 
80.33 
86.07 
91.80 

77.34 
83.30 
89.26 
95.20 

80.10 
86.29 
92.44 
98.60 

82.86 
89.24 
95.64 
102.00 

I* 

1^ 

1    3 

$ 

79.48 
84.16 
88.83 
93.52 

83.08 
88.00 

92.88 
97.76 

86.70 
91.80 
96.92 
102.00 

90.32 
95.64 
100.92 
106.24 

93.92 
99.44 
104.96 
110.50 

97.54 
103.26 
109.01 
114.76 

101.14 
107.10 
113.05 
119.00 

104.75 
110.92 
117.09 
123.24 

108.38 
114.74 
121.13 
127.51 

i* 

1/8 
1>£ 

98.16 
102.84 
107.52 
112.20 

102.64 
107.52 
112.42 
117.30 

107.12 
112.20 
117.30 
122.40 

111.56 
116.88 
122.20 
127.50 

116.04 
121.54 
127.08 
132.60 

120.50 
126.22 
131.96 
137.72 

124.94 
130.90 
136.84 
142.80 

129.40 
135.58 
141.76 
147.92 

133.89 
140.24 
146.64 
153.02 

*A 

i# 
i« 
IM 

116.88 
121.55 
126.23 
130.90 

122.19 
127.08 
131.96 
136.85 

127.50 
132.60 
137.70 

142.80 

132.81 
138.13 
143.44 
148.75 

138.13 
143.65 
149.18 
154.70 

143.44 
149.18 
154.91 
160.65 

148.75 
154.70 
160.65 
166.60 

154.06 
160.23 
166.39 
172.55 

159.38 
165.75 
172.13 
187.50 

1}J     135.58 
1%     140.25 
l|f     144.93 
2         149.60 

141.74 
146.63 
151.51 
156.40 

147.90 
153.00 
158.10 
163.20 

154.06 
159.38 
164.69 
170.00 

160.23 
165.75 
171.28 
176.80 

166.39 
172.13 

177.86 
183.60 

172.55 
178.50 
184.45 
190.40 

178.71 
184.88 
191.04 
197.20 

184.88 
191.25 
197.63 
204.00 

290                     BETHLEHEM    STEEL    COMPANY. 

WEIGHTS    OF    STEEL    PLATES 

(CONTINUED) 

POUNDS  PER  LINEAL  FOOT. 

Thick- 
ness, 
in 
Inches. 

31" 

32" 

33" 

34" 

35" 

36" 

38" 

40" 

42" 

*A 

19.75 
26.36 

20.40 
27.20 

21.04 
28.04 

21.68 
28.88 

22.32 
29.72 

22.96 
30.59 

24.20 
32.32 

25.52 
34.00 

26.80 
35.68 

,A 

*. 

i* 

32.94 
39.54 
46.12 
52.70 

34.00 
40.80 
47.60 
54.40 

35.04 
42.08 
49.08 
56.10 

36.12 
43.36 
50.57 

57.78 

37.16 
44.64 
52.07 
59.50 

38.24 
45.92 
53.58 
61.20 

40.39 

48.48 
56.56 
64.62 

42.48 
51.00 
59.50 
68.00 

44.64 
53.56 
62.48 
71.40 

T9* 

H 

& 

59.32 

65.88 
72.48 
79.08 

61.22 
68.00 
74.80 
81.61 

63.12 
70.13 
77.12 
84.16 

65.04 
72.24 
79.44 
86.72 

66.96 
74.36 
81.79 
89.28 

68.88 
76.50 
84.15 
91.84 

72.68 
80.74 
88.84 
96.92 

76.54 
85.00 
93.48 
102.00 

80.32 
89.28 
98.16 
107.12 

«H 
,» 

85.62 
92.20 
98.82 
105.40 

88.39 
95.20 
102.00 
108.80 

91.15 
98.20 
105.20 
112.20 

93.91 
101.20 
108.40 
115.60 

96.68 
104.16 
111.59 
119.00 

99.44 
107.12 
114.76 
122.40 

104.96 
113.04 
121.14 
129.20 

110.50 
119.00 
127.52 
136.00 

116.02 
124.98 
133.92 
142.80 

s 
!8 

112.00 
118.56 
125.16 
131.76 

115.59 
122.40 
129.21 
136.00 

119.20 
126.24 
133.24 
140.28 

122.80 
130.08 
137.28 
144.52 

126.42 
133.90 
141.32 
148.76 

130.04 
137.70 
145.36 
153.00 

137.28 
145.36 
153.44 
161.48 

144.50 
153.00 
161.50 
170.00 

151.70 
160.66 
169.58 
178.52 

1 

138.36 
144.92 
151.52 
158.11 

142.81 
149.60 
156.40 
163.20 

147.24 
154.28 
161.28 
168.32 

151.72 
158.96 
166.16 
173.40 

156.20 
163.62 
171.08 
178.51 

160.66 
168.30 
176.00 
183.60 

169.60 
177.66 
185.75 
193.80 

178.56 
187.00 
195.50 
204.00 

187.44 
196.34 
205.29 
214.20 

11 

164.69 
171.28 

177.86 
184.45 

170.00 
176.80 
183.60 
190.40 

175.31 
182.33 
189.34 
196.35 

180.63 
187.85 
195.08 
202.30 

185.94 
193.38 
200.81 
208.25 

191.25 
198.90 
206.55 
214.20 

201.88 
209.95 
218.03 
226.10 

212.50 
221.00 
229.50 
238.00 

223.13 
232.05 
240.98 
249.90 

1U 

1% 

!» 

191.04 
197.63 
204.21 
210.80 

197.20 
204.00 
210.80 
217.60 

203.36 
210.38 
217.39 
224.40 

209.53 
216.75 
223.98 

231.20 

215.69 
223.13 
230.56 
238.00 

221.85 
229.50 
237.15 
244.80 

234.18 
242.25 
250.33 

258.40 

246.50 
255.00 
263.50 
272.00 

258.83 
267.75 
276.68 
285.60 

BETHLEHEM    STEEL    COMPANY.                     291 

WEIGHTS    OF    STEEL    PLATES 

(CONTINUED). 

POUNDS  PER  LINEAL  FOOT. 

Thick- 
ness, 
in 
Inches. 

44" 

46" 

48"       50" 

52" 

54" 

56" 

58" 

60" 

X* 

28.08 
37.38 

29.29 
39.11 

30.64 
40.80 

31.92 
42.52 

33.12 
44.24 

34.40 
45.92 

35.68 
47.60 

36.96 
49.28 

38.24 

51.00 

X* 

*, 
*? 

46.72 
56.12 
65.44 
74.80 

48.88 
58.65 
68.47 
78.20 

51.04 

61.20 
71.44 
81.60 

53.12 

63.76 
74.40 
85.00 

55.24 
66.32 
77.37 
88.40 

57.36 
68.88 
80.34 
91.84 

59.51 
71.44 
83.30 
95.20 

61.60 
74.00 
86.28 
98.56 

63.76 
76.56 
89.28 
102.00 

** 

j* 

84.09 
93.52 
102.81 
112.20 

88.00 
97.76 
107.53 
117.31 

91.84 
102.00 
112.24 
122.40 

95.60 
106.24 
116.88 
127.52 

99.46 
110.48 
121.56 
132.64 

103.28 
114.74 
126.22 
137.76 

107.12 

118.98 
130.88 
142.85 

110.96 
123.20 
135.54 

147.94 

114.80 
127.52 
140.26 
153.06 

,« 

r» 

121.56 
130.89 
140.27 
149.60 

127.06 
136.86 
146.64 
156.40 

132.58 
142.80 
153.00 
163.20 

138.12 
148.76 
159.36 
170.00 

143.64 
154.72 
165.76 
176.80 

149.16 
160.66 
172.15 
183.60 

154.68 
166.60 
178.52 
190.40 

160.20 
172.58 
184.88 
197.20 

165.72 
178.48 
191.28 
204.00 

i]l 

i* 

158.96 
168.32 
177.66 
187.04 

166.16 
175.99 
185.76 
195.52 

173.40 
183.60 
193.84 
204.00 

180.64 
191.28 
201.84 
212.48 

187.84 
198.88 
209.92 
221.00 

195.08 
206.52 
218.02 
229.52 

202.28 
214.20 
226.10 
238.00 

209.50 
221.84 
234.18 
246.48 

216.76 
229.48 
242.26 
255.02 

ii 

196.32 
205.68 
215.04 
224.40 

205.28 
215.04 
224.84 
234.60 

214.24 
224.40 
234.60 
244.80 

223.12 
233.76 
244.40 
255.00 

232.08 
243.08 
254.16 
265.20 

241.00 
252.44 
263.92 
275.44 

249.88 
261.80 
273.68 
285.60 

258.80 
271.16 
283.52 
295.84 

267.78 
280.48 
293.28 
306.04 

$ 

18 

233.75 
243.10 
252.45 
261.80 

244.38 
254.15 
263.93 
273.70 

255.00 
265.20 
275.40 
285.60 

265.63 
276.25 
286.88 
297.50 

276.25 
287.30 
298.35 
309.40 

286.88 
298.35 
309.83 
321.30 

297.50 
309.40 
321.30 
333.20 

308.13 
320.45 
332.78 
345.10 

318.75 
331.50 
344.25 
357.00 

J8 

1H 

271.15 
280.50 
289.85 
299.20 

283.48 
293.25 
303.03 
312.80 

295.80 
306.00 
316.20 
326.40 

308.13 
318.75 
329.38 
340.00 

320.45 
331.50 
342.55 
353.60 

332.78 
344.25 
355.73 
367.20 

345.10 
357.00 
368.90 
380.80 

357.43 
369.75 
382.08 
394.40 

369.75 
382.50 
395.25 
408.00 

292 


BETHLEHEM    STEEL    COMPANY. 


AREAS 
OF   STEEL    FLATS. 

SQUARE    INCHES. 


Thick- 

ness, 
in 
Inches. 

r 

w 

X" 

1" 

I* 

1* 

1« 

2" 

12" 

i   A 

.016 

.031 

.047 

.063 

.078 

.094 

.109 

.125 

.75 

.031 

.063 

.094 

.125 

.156 

.188 

.219 

.250 

1.50 

8J\ 

.047 

.094 

.141 

.188 

.234 

.281 

.328 

.375 

2.25 

X 

.063 

.125 

.188 

.250 

.313 

.375 

.438 

.500 

3.00 

A 

.078 

.156 

.234 

.313 

.391 

.469 

.547 

.625 

3.75 

.094 

.188 

.281 

.375 

.469 

.563 

.656 

.750 

4.50 

?A 

.109 

.219 

.328 

.438 

.547 

.656 

.766 

.875 

5.25 

.125 

.250 

.375 

.500 

.625 

.750 

.875 

1.000 

6.00 

T9* 

.141 

.281 

.422 

.563 

.703 

.844 

.984 

1.13 

6.75 

.156 

.313 

.469 

.625 

.781 

.938 

1.09 

1.25 

7.50 

It 

.172 

.344 

.516 

.688 

.859 

1.03 

1.20 

1.38 

8.25 

X 

.188 

.375 

.563 

.750 

.938 

1.13 

1.31 

1.50 

9.00 

H 

.203 

.406 

.609 

.813 

1.02 

1.22 

1.42 

1.63 

9.75 

.219 

.438 

.656 

.875 

1.09 

1.31 

1.53 

1.75 

10.50 

8H 

.234 

.469 

.703 

.938 

1.17 

1.41 

1.64 

1.88 

11.25 

1 

.250 

.500 

.750 

1.000 

1.25 

1.50 

1.75 

2.00 

12.00 

!yV 

.266 

.531 

.797 

1.06 

1.33 

1.59 

1.86 

2.13 

12.75 

l/^ 

.281 

.563 

.844 

1.13 

1.41 

1.69 

1.97 

2.25 

13.50 

1"A 

.297 

.594 

.891 

1.19 

1.48 

1.78 

2.08 

2.38 

14.25 

!X 

.313 

.625 

.938 

1.25 

1.56 

1.88 

2.19 

2.50 

15.00 

1A 

.328 

.656 

.984 

1.31 

1.64 

1.97 

2.30 

2.63 

15.75 

.344 

.688 

1.03 

1.38 

1.72 

2.06 

2.41 

2.75 

16.50 

1A 

.359 

.719 

1.08 

1.44 

1.80 

2.16 

2.52 

2.88 

17.25 

IK 

.375 

.750 

1.13 

1.50 

1.88 

2.25 

2.63 

3.00 

18.00 

IT?" 

.391 

.781 

1.17 

1.56 

1.95 

2.34 

2.73 

3.13 

18.75 

.406 

.813 

1.22 

1.63 

2.03 

2.44 

2.84 

3.25 

19.50 

Hi 

.422 

.844 

1.27 

1.69 

2.11 

2.53 

2.95 

3.38 

20.25 

.438 

.875 

1.31 

1.75 

2.19 

2.63 

3.06 

3.50 

21.00 

lit 

.453 

.906 

1.36 

1.81 

2.27 

2.72 

3.17 

3.63 

21.75 

i^| 

.469 

.938 

1.41 

1.88 

2.34 

2.81 

3.28 

3.75 

22.50 

.484 

.969 

1.45 

1.94 

2.42 

2.91 

3.39 

3.88 

23.25 

2T* 

.500 

1.000 

1.50 

2.00 

2.50 

3.60 

3.50 

4.00 

24.00 

BETHLEHEM    STEEL    COM  PA  NY.                     293 

AREAS 

OF    STEEL    FLATS—  (CONTINUED). 

SQUARE    INCHES. 

Thick- 
ness, 
in 

3X" 

w 

3X" 

4" 

12" 

2X'' 

2^ 

*#« 

3" 

Inches. 

,  A 

.141 

.156 

.172 

.188 

.203 

.219 

.234 

.25 

.75 

.281 

.313 

.344 

.375 

.406 

.438 

.469 

.50 

1.50 

8& 

.422 

.469 

.516 

.563 

.609 

.656 

.703 

.75 

2.25 

X 

.563 

.625 

.688 

.750 

.813 

.875 

.938 

1.00 

3.00 

A 

.703 

.781 

.859 

.938 

1.02 

1.09 

1.17 

1.25 

3.75 

H 

.844 

.938 

1.03 

1.13 

1.22 

1.31 

1.41 

1.50 

4.50 

,  ^ 

.984 

1.09 

1.20 

1.31 

1.42 

1.53 

1.64 

1.75 

5.25 

1.13 

1.25 

1.38 

1.50 

1.63 

1.75 

1.88 

2.00 

6.00 

& 

1.27 

1.41 

1.55 

1.69 

1.83 

1.97 

2.11 

2.25 

6.75 

X 

1.41 

1.56 

1.72 

1.88 

2.03 

2.19 

2.34 

2.50 

7.50 

H 

1.55 

1.72 

1.89 

2.06 

2.23 

2.41 

2.58 

2.75 

8.25 

1.69 

1.88 

2.06 

2.25 

2.44 

2.63 

2.81 

3.00 

9.00 

if 

1.83 

2.03 

2.23 

2.44 

2.64 

2.84 

3.05 

3.25 

9.75 

1.97 

2.19 

2.41 

2.63 

2.84 

3.06 

3.28 

3.50 

10.50 

*tt 

2.11 

2.34 

2.58 

2.81 

3.05 

3.28 

3.52 

3.75 

11.25 

1 

2.25 

2.50 

2.75 

3.00 

3.25 

3.50 

3.75 

4.00 

12.00 

!rV 

2.39 

2.66 

2.92 

3.19 

3.45 

3.72 

3.98 

4.25 

12.75 

l/^ 

2.53 

2.81 

3.09 

3.38 

3.66 

3.94 

4.22 

4.50 

13.50 

*nf 

2.67 

2.97 

3.27 

3.56 

3.86 

4.16 

4.45 

4.75 

14.25 

IX 

2.81 

3.13 

3.44 

3.75 

4.06 

4.38 

4.69 

5.00 

15.00 

i& 

2.95 

3.28 

3.61 

3.94 

4.27 

4.59 

4.92 

5.25 

15.75 

3.09 

3.44 

3.78 

4.13 

4.47 

4.81 

5.16 

5.50 

16.50 

J-jL 

3.23 

3.59 

3.95 

4.31 

4.67 

5.03 

5.39 

5.75 

17.25 

1# 

3.38 

3.75 

4.13 

4.50 

4.88 

5.25 

5.63 

6.00 

18.00 

1* 

3.52 

3.91 

4.30 

4.69 

5.08 

5.47 

5.86 

6.25 

18.75 

Ifl 

3.66 

4.06 

4.47 

4.88 

5.28 

5.69 

6.09 

6.50 

19.50 

1H 

3.80 

4.22 

4.64 

5.06 

5.48 

5.91 

6.33 

6.75 

20.25 

IX 

3.94 

4.38 

4.81 

5.25 

5.69 

6.13 

6.56 

7.00 

21.00 

1^3 

4.08 

4.53 

4.98 

5.44 

5.89 

6.34 

6.80 

7.25 

21.75 

1% 

4.22 

4.69 

5.16 

5.63 

6.09 

6.56 

7.03 

7.50 

22.50 

HI 

4.36 

4.84 

5.33 

5.81 

6.30 

6.78 

7.27 

7.75 

23.25 

2 

4.50 

5.00 

5.50 

6.00 

6.50 

7.00 

7.50 

8.00 

24.00 

294 


BETHLEHEM    STEEL    COMPANY. 


AREAS 
OF    STEEL    FLATS-(CONTINUED). 

SQUARE     INCHES. 


Thick- 
ness, 
in 
Inches. 

4>£" 

5" 

W 

6" 

6^" 

7/x 

7#" 

8" 

12" 

A 

.281 

.313 

.344 

.375 

.406 

.438 

.469 

.50 

.75 

X 

.563 

.625 

.688 

.750 

.813 

.875 

.938 

1.00 

1.50 

T3<f 

.844 

.938 

1.03 

1.13 

1.22 

1.31 

1.41 

1.50 

2.25 

# 

1.13 

1.25 

1.38 

1.50 

1.63 

1.75 

1.88 

2.00 

3.00 

* 

1.41 

1.56 

1.72 

1.88 

2.03 

2.19 

2.34 

2.50 

3.75 

H 

1.69 

1.88 

2.06 

2.25 

2.44 

2.63 

2.81 

3.00 

4.50 

A 

1.97 

2.19 

2.41 

2.63 

2.84 

3.06 

3.28 

3.50 

5.25 

% 

2.25 

2.50 

2.75 

3.00 

3.25 

3.50 

3.75 

4.00 

6.00 

T9S 

2.53 

2.81 

3.09 

3.38 

3.66 

3.94 

4.22 

4.50 

6.75 

# 

2.81 

3.13 

3.44 

3.75 

4.06 

4.38 

4.69 

5.00 

7.50 

t» 

3.09 

3.44 

3.78 

4.13 

4.47 

4.81 

5.16 

5.50 

8.25 

X 

3.38 

3.75 

4.13 

4.50 

4.88 

5.25 

5.63 

6.00 

9.00 

if 

3.66 

4.06 

4.47 

4.88 

5.28 

5.69 

6.09 

6.50 

9.75 

# 

3.94 

4.38 

4.81 

5.25 

5.69 

6.13 

6.56 

7.00 

10.50 

if 

4.22 

4.69 

5.16 

5.63 

6.09 

6.66 

7.03 

7.50 

11.25 

1 

4.50 

5.00 

5.50 

6.00 

6.50 

7.00 

7.50 

8.00 

12.00 

1A 

4.78 

5.31 

5.84 

6.38 

6.91 

7.44 

7.97 

8.50 

12.75 

iji 

5.06 

5.63 

6.19 

6.75 

7.31 

7.88 

8.44 

9.00 

13.50 

*A 

5.34 

5.94 

6.53 

7.13 

7.72 

8.31 

8.91 

9.50 

14.25 

IX 

5.63 

6.25 

6.88 

7.50 

8.13 

8.75 

9.38 

10.00 

15.00 

*A 

5.91 

6.56 

7.22 

7.88 

8.53 

9.19 

9.84 

10.50 

15.75 

Itt 

6.19 

6.88 

7.56 

8.25 

8.94 

9.63 

10.31 

11.00 

16.50 

1A 

6.47 

7.19 

7.91 

8.63 

9.34 

10.06 

10.78 

11.50 

17.25 

iS 

6.75 

7.50 

8.25 

9.00 

9.75 

10.50 

11.25 

12.00 

18.00 

IA 

7.03 

7.81 

8.59 

9.38 

10.16 

10.94 

11.72 

12.50 

18.75 

i>l 

7.31 

8.13 

8.94 

9.75 

10.56 

11.38 

12.19 

13.00 

19.50 

itt 

7.59 

8.44 

9.28 

10.13 

10.97 

11.81 

12.66 

13.50 

20.25 

I* 

7.88 

8.75 

9.63 

10.50 

11.38 

12.25 

13.13 

14.00 

21.00 

1« 

8.16 

9.06 

9.97 

10.88 

11.78 

12.69 

13.59 

14.50 

21.75 

IJi 

8.44 

9.38 

10.31 

11.25 

12.19 

13.13 

14.06 

15.00 

22.50 

IH 

8.72 

9.69 

10.66 

11.63 

12.59 

13.56 

14.53 

15.50 

23.25 

2 

9.00 

10.00 

11.00 

12.00 

13.00 

14.00 

15.00 

16.00 

24.00 

BETHLEHEM    STEEL    COMPANY.                      295 

AREAS 

OF    STEEL    FLATS—  (CONTINUED). 

SQUARE    INCHES. 

Thick- 
ness, 
in 
Inches. 

ir 

9" 

^ 

10" 

10#" 

U- 

w- 

12" 

£. 

A 

> 

.531 
1.06 
1.59 
2.13 

.563 
1.13 

1.69 
2.25 

.594 
1.19 
1.78 
2.38 

.625 
1.25 

1.88 
2.50 

.656 
1.31 
1.97 
2.63 

.688 
1.38 
2.06 
2.75 

.719 
1.44 
2.16 

2.88 

.750 
1.50 
2.25 
3.00 

.781 
1.56 
2.34 
3.13 

3    *' 

2.66 
3.19 
3.72 
4.25 

2.81 
3.38 
3.94 
4.50 

2.97 
3.56 
4.16 
4.75 

3.13 
3.75 

4.38 
5.00 

3.28 
3.94 
4.59 
5.25 

3.44 
4.13 
4.81 
5.50 

3.59 
4.31 
5.03 
5.75 

3.75 
4.50 
5.25 
6.00 

3.91 
4.69 
5.47 
6.25 

3    H 

4.78 
5.31 
5.84 
6.38 

5.06 
5.63 
6.19 
6.75 

5.34 
5.94 
6.53 
7.13 

5.63 
6.25 

6.88 
7.50 

5.91 
6.56 

7.22 
7.88 

6.19 

6.88 
7.56 

8.25 

6.47 
7.19 
7.91 
8.63 

6.75 
7.50 
8.25 
9.00 

7.03 

7.81 
8.59 
9.38 

H 

fit 

6.91 
7.44 
7.97 
8.50 

7.31 

7.88 
8.44 
9.00 

7.72 
8.31 
8.91 
9.50 

8.13 
8.75 
9.38 
10.00 

8.53 
9.19 
9.84 
10.50 

8.94 
9.63 
10.31 
11.00 

9.34 
10.06 
10.78 
11.50 

9.75 
10.50 
11.25 
12.00 

10.16 
10.94 
11.72 
12.50 

1A 

9.03 
9.56 
10.09 
10.63 

9.56 
10.13 
10.69 
11.25 

10.09 
10.69 
11.28 
11.88 

10.63 
11.25 

11.88 
12.50 

11.16 
11.81 
12.47 
13.13 

11.69 
12.38 
13.06 
13.75 

12.22 
12.94 
13.66 

14.38 

12.75 
13.50 
14.25 
15.00 

13.28 
14.06 
14.84 
15.63 

IS 

11.16 
11.69 
12.22 
12.75 

11.81 
12.38 
12.94 
13.50 

12.47 
13.06 
13.66 
14.25 

13.13 
13.75 
14.38 
15.00 

13.78 
14.44 
15.09 
15.75 

14.44 
15.13 
15.81 
16.50 

15.09 
15.81 
16.53 
17.25 

15.75 
16.50 
17.25 
18.00 

16.41 
17.19 
17.97 
18.75 

IS 

13.28 
13.81 
14.34 

14.88 

14.06 
14.63 
15.19 
15.75 

14.84 
15.44 
16.03 
16.63 

15.63 
16.25 
16.88 
17.50 

16.41 

17.06 
17.72 

18.38 

17.19 

17.88 
18.56 
19.25 

17.97 
18.69 
19.41 
20.13 

18.75 
19.50 
20.25 
21.00 

19.53 
20.31 
21.09 

21.88 

iff 

2 

15.41 
15.94 
16.47 
17.00 

16.31 
16.88 
17.44 
18.00 

17.22 
17.81 
18.41 
19.00 

18.13 
18.75 
19.38 
20.00 

19.03 
19.69 
20.34 
21.00 

19.94 
20.63 
21.31 
22.00 

20.84 
21.56 

22.28 
23.00 

21.75 
22.50 
23.25 
24.00 

22.66 
23.44 
24.22 
25.00 

296 


BETHLEHEM    STEEL    COMPANY. 


CIRCUMFERENCES    OF    CIRCLES. 

ADVANCING     BY     EIGHTHS. 


Diam- 
eter. 

0 

X 

1A 

X 

% 

% 

K 

% 

0 

.0 

.3927 

.7854 

1.178 

1.571 

1.963 

2.356 

2.749 

1 

3.142 

3.534 

3.927 

4.320 

4.712 

5.105 

5.498 

5.890 

2 

6.283 

6.676 

7.069 

7.461 

7.854 

8.246 

8.639 

9.032 

3 

9.425 

9.817 

10.21 

10.60 

10.99 

11.39 

11.78 

12.17 

4 

12.56 

12.96 

13.35 

13.74 

14.13 

14.53 

14.92 

15.31 

5 

15.71 

16.10 

16.49 

16.88 

17.28 

17.67 

18.06 

18.45 

6 

18.85 

19.24 

19.63 

20.02 

20.42 

20.81 

21.20 

21.60 

7 

21.99 

22.38 

22.77 

23.17 

23.56 

23.95 

24.34 

24.74 

8 

25.13 

25.52 

25.92 

26.31 

26.70 

27.09 

27.49 

27.88 

9 

28.27 

28.66 

29.06 

2945 

29.84 

30.23 

30.63 

31.02 

10 

31.41 

31.81 

32.20 

32.59 

32.98 

33.38 

33.77 

34.16 

11 

34.55 

34.95 

35.34 

35.73 

36.13 

36.52 

36.91 

37.30 

12 

37.70 

38.09 

38.48 

38.87 

39.27 

39.66 

40.05 

40.45 

13 

40.84 

41.23 

41.62 

42.02 

42.41 

42.80 

43.19 

43.59 

14 

43.98 

44.37 

44.76 

45.16 

45.55 

4594 

46.34 

46.73 

15 

47.12 

47.51 

47.91 

48.30 

48.69 

49.08 

49.48 

49.87 

16 

50.26 

50.66 

51.05 

51.44 

51.83 

52.23 

52.62 

53.01 

17 

53.40 

53.80 

54.19 

54.58 

54.97 

55.37 

55.76 

56.15 

18 

56.55 

56.94 

57.33 

57.72 

58.12 

58.51 

58.90 

59.29 

19 

59.69 

60.08 

60.47 

60.87 

61.26 

61.65 

62.04 

62.43 

20 

62.83 

63.22 

63.61 

64.01 

64.40 

64.79 

65.19 

65.58 

21 

65.97 

66.36 

66.76 

67.15 

67.54 

67.93 

68.33 

68.72 

22 

69.11 

69.50 

69.90 

70.29 

70.68 

71.08 

71.47 

71.86 

23 

72.25 

72.65 

73.04 

73.43 

73.82 

74.22 

74.61 

75.00 

24 

75.40 

75.79 

76.18 

76.57 

76.97 

77.36 

77.75 

78.14 

25 

78.54 

78.93 

79.32 

79.71 

80.11 

80.50 

80.89 

81.29 

26 

81.68 

82.07 

82.46 

82.86 

83.25 

83.64 

84.03 

84.43 

27 

84.82 

85.21 

85.60 

86.00 

86.39 

86.78 

87.18 

87.57 

28 

87.96 

88.35 

88.75 

89.14 

89.53 

89.93 

90.32 

90.71 

29 

91.10 

91.50 

91.89 

92.28 

92.67 

93.07 

93.46 

93.85 

30 

94.24 

94.64 

95.03 

95.42 

95.82 

96.21 

96.60 

96.99 

31 

97.39 

97.78 

98.17 

98.57 

98.96 

99.35 

99.75 

100,14 

32 

100.53 

100.92 

101.32 

101.71 

102.10 

102.49 

102.89 

103.28 

33 

103.67 

104.07 

104.46 

104.85 

105.24 

105.64 

106.03 

106.42 

34 

106.81 

107.21 

107.60 

107.99 

108.39 

108.78 

109.17 

109.56 

35 

109.96 

110.35 

100.74 

111.13 

111.53 

111.92 

112.31 

112.71 

36 

113.10 

113.49 

113.88 

114.28 

114.67 

115.06 

115.45 

115.85 

37 

116.24 

116.63 

117.02 

117.42 

117.81 

118.20 

118.60 

118.99 

38 

119.38 

119.77 

120.17 

120.56 

120.95 

121.34 

121.74 

122.13 

39 

122.52 

122.92 

123.31 

123.70 

124.09 

124.49 

124.88 

12527 

40 

125.66 

126.06 

126.45 

126.84 

127.24 

127.63 

128.02 

128.41 

41 

128.81 

129.20 

129.59 

129.98 

130.38 

130.77 

131.16 

131  55 

42 

131.95 

132.34 

132.73 

133.13 

133.52 

133.91 

134.30 

134.70 

43 

135.09 

135.48 

135.87 

136.27 

136.66 

137.05 

137.45 

137.84 

44 

138.23 

138.62 

139.02 

13941 

139.80 

140.19 

140.59 

140.98 

45 

141.37 

141.76 

142.16 

142.55 

142.94 

143.34 

143.73 

144.12 

46 

144.51 

144.91 

145.30 

145.69 

146.08 

146.48 

146.87 

147.26 

47 

147.66 

148.05 

148.44 

148.83 

149.23 

149.62 

150.01 

150.40 

48 

150.80 

151.19 

151.58 

151.97 

152.37 

152.76 

153.15 

153.55 

49 

153.94 

154.33 

154.72 

155.12 

155.51 

155.90 

156.29 

156.69 

BETHLEHEM    STEEL    COMPANY.                      297 

CIRCUMFERENCES    OF    CIRCLES 

(CONTINUED). 

ADVANCING   BY    EIGHTHS. 

Diam- 
eter. 

0 

% 

y 

# 

% 

M 

X 

n 

50 

157.08 

157.47 

157.87 

158.26 

158.65 

159.04 

159.44 

159.83 

51 

160.22 

160.61 

161.01 

161.40 

161.79 

162.19 

162.58 

162.97 

52 

163.36 

163.76 

164.15 

164.54 

164.93 

165.33 

165.72 

166.11 

63 

166.50 

166.90 

167.29 

167.68 

168.08 

168.47 

168.86 

169.25 

54 

169.65 

170.04 

170.43 

170.82 

171.22 

171.61 

172.00 

172.40 

55 

172.79 

173.18 

173.57 

173.97 

17436 

174.75 

175.14 

175.54 

56 

175.93 

176.32 

176.72 

177.11 

177.50 

177.89 

178.29 

178.68 

57 

179.07 

179.46 

179.86 

180.25 

180.64 

181.03 

181.43 

181.82 

58 

182.21 

182.61 

183.00 

183.39 

183.78 

184.18 

184.57 

184.96 

59 

185.35 

185.75 

186.14 

186.53 

186.93 

187.32 

187.71 

188.10 

60 

188.50 

188.89 

189.28 

189.67 

190.07 

190.46 

190.85 

191.24 

61 

191.64 

192.03 

192.42 

192.82 

193.21 

193.60 

193.99 

194.39 

62 

194.78 

195.17 

195.56 

195.96 

196.35 

196.74 

197.14 

197.53 

63 

197.92 

198.31 

198.71 

199.10 

199.49 

199.88 

200.28 

200.67 

64 

201.06 

201.46 

201.85 

202.24 

202.63 

203.03 

203.42 

203.81 

65 

204.20 

204.60 

204.99 

205.38 

205.77 

206.17 

206.56 

206.95 

66 

207.35 

207.74 

208.13 

208.52 

208.92 

209.31 

209.70 

210.09 

67 

210.49 

210.88 

211.27 

211.67 

212.06 

212.45 

212.84 

213.24 

68 

213.63 

214.02 

214.41 

214.81 

215.20 

215.59 

215.98 

216.38 

69 

216.77 

217.16 

217.56 

217.95 

218.34 

218.73 

219.13 

219.52 

70 

219.91 

220.30 

220.70 

221.09 

221.48 

221.88 

222.27 

222.66 

71 

223.05 

223.45 

223.84 

224.23 

224.62 

225.02 

225.41 

225.80 

72 

226.20 

226.59 

226.98 

227.37 

227.77 

228.16 

22855 

228.94 

73 

229.34 

229.73 

230.12 

230.51 

230.91 

231.30 

231.69 

232.09 

74 

232.48 

232.87 

233.26 

233.66 

234.05 

234.44 

234.83 

235.23 

75 

235.62 

236.01 

236.41 

236.80 

237.19 

237.58 

237.98 

238.37 

76 

238.76 

239.15 

239.55 

23994 

240.33 

240.73 

241.12 

241.51 

77 

241.90 

242.30 

242.69 

243.08 

243.47 

243.87 

244.26 

244.65 

78 

245.04 

245.44 

245.83 

246.22 

246.62 

247.01 

247.40 

247.79 

79 

248.19 

248.58 

248.97 

249.36 

249.76 

250.15 

250.54 

250.94 

80 

251.33 

251.72 

252.11 

252.51 

252.90 

253.29 

253.68 

254.08 

81 

254.47 

25486 

255.25 

255.65 

256.04 

256.43 

256.83 

257.22 

82 

257.61 

258.00 

258.40 

258.79 

259.18 

259.57 

259.97 

260.36 

83 

260.75 

261.15 

261.54 

26193 

262.32 

262.72 

263.11 

263.50 

84 

263.89 

264.29 

264.68 

265.07 

265.47 

265.86 

266.25 

266.64 

85 

267.04 

267.43 

267.82 

268.22 

268.61 

269.00 

269.39 

269.78 

86 

270.18 

270.57 

270.96 

271.36 

271.75 

272.14 

272.53 

272.93 

87 

273.32 

273.71 

274.10 

274.50 

274.89 

275.28 

275.68 

276.07 

88 

276.46 

276.85 

277.25 

277.64 

278.03 

278.42 

278.82 

279.21 

89 

279.60 

279.99 

280.39 

280.78 

281  17 

281.57 

281.96 

282.35 

90 

282.74 

283.14 

283.53 

283.92 

284.31 

284.71 

285.10 

285.49 

91 

285.89 

286.28 

286.67 

287.06 

287.46 

287.85 

288.24 

288.63 

92 

289.03 

289.42 

289.81 

290.21 

290.60 

290.99 

291.38 

291.78 

93 

292.17 

292.56 

292.95 

293.35 

293.74 

294.13 

294.52 

294.92 

94 

295.31 

295.70 

296.10 

296.49 

296.88 

297.27 

297.67 

298.06 

95 

298.45 

298.84 

299.24 

299.63 

300.02 

300.42 

300.81 

301.20 

% 

301.59 

301.99 

302.38 

302.77 

303.16 

303.56 

303.95 

304.34 

97 

304.73 

305.13 

305.52 

305.91 

306.31 

306.70 

307.09 

307.48 

98 

307.88 

308.27 

308.66 

309.05 

309.45 

309.84 

310.23 

310.63 

99 

311.02 

311.41 

311.80 

312.20 

312.59 

312.98 

313.37 

313.77 

298 


BETHLEHEM    STEEL    COMPANY. 


AREAS    OF    CIRCLES. 

ADVANCING   BY   EIGHTHS. 


Diam- 
eter, 

0 

H 

X 

X 

y* 

* 

u 

i 

0 

.0 

.0122 

.0491 

.1104 

.1963 

.3068 

.4418 

.6013 

1 

.7854 

.9940 

1.227 

1.485 

1.767 

2.074 

2405 

2.761 

2 

3.1416 

3.546 

3.976 

4.430 

4.908 

5.411 

5.939 

6492 

3 

7.068 

7.670 

8.296 

8.946 

9.621 

10.32 

11.04 

11.79 

4 

12.56 

13.36 

14.18 

15.03 

15.90 

16.80 

17.72 

18.66 

5 

19.63 

20.63 

21.65 

22.69 

23.76 

2485 

25.96 

27.10 

6 

28.27 

29.46 

3068 

31.92 

33.18 

34.47 

35.78 

37.12 

7 

38.48 

39.87 

41.28 

42.72 

44.18 

45.66 

47.17 

48.70 

8 

50.26 

51.85 

5345 

55.09 

56.74 

58.42 

60.13 

61.86 

9 

63.61 

65.39 

67.20 

69.03 

70.88 

72.76 

74.66 

76.69 

10 

78.54 

80.51 

82.51 

84.54 

86.59 

88.66 

90.76 

92.88 

11 

95.03 

97.20 

99.40 

101.6 

103.9 

106.1 

1084 

110.7 

12 

113.1 

115.5 

1179 

120.3 

122.7 

125.2 

127.7 

130.2 

13 

132.7 

135.3 

1379 

140.5 

143.1 

145.8 

148.5 

151.2 

14 

1539 

156.7 

1595 

162.3 

165.1 

1680 

170.9 

173.8 

15 

176.7 

179.7 

182.7 

185.7 

188.7 

191.7 

194.8 

197.9 

16 

201.1 

204.2 

207.4 

2106 

213.8 

217.1 

220.3 

223.6 

17 

227.0 

230.3 

233.7 

237.1 

240.5 

244.0 

247.4 

250.9 

18 

254.5 

258.0 

261.6 

265.2 

268.8 

272.4 

276.1 

279.8 

19 

2835 

287.3 

291.0 

294.8 

298.6 

302.5 

306.3 

310.2 

20 

314.2 

318.1 

322.1 

326.0 

330.1 

334.1 

338.2 

342.2 

21 

346.4 

350.5 

354.7 

358.8 

363.0 

367.3 

371.5 

375.8 

22 

380.1 

384.5 

388.8 

393.2 

397.6 

402.0 

406.5 

411.0 

23 

415.5 

420.0 

424.6 

429.1 

433.7 

438.4 

443.0 

447.7 

24 

452.4 

457.1 

461.9 

466.6 

471.4 

476.3 

481.1 

486.0 

25 

490.9 

495.8 

500.7 

505.7 

510.7 

515.7 

520.8 

525.8 

26 

530.9 

536.0 

541.2 

546.3 

551.6 

556.8 

562.0 

567.3 

27 

572.6 

577.9 

583.2 

588.6 

594.0 

599.4 

604.8 

610.3 

28 

615.7 

621.3 

626.8 

632.4 

637.9 

643.5 

649.2 

654.8 

29 

660.5 

666.2 

672.0 

677.7 

683.5 

689.3 

695.1 

701.0 

30 

706.9 

712.8 

718.7 

724.6 

730.6 

736.6 

742.6 

748.7 

31 

754.8 

760.9 

767.0 

773.1 

779.3 

785.5 

791.7 

798.0 

32 

804.3 

810.5 

816.9 

823.2 

829.6 

836.0 

842.4 

848.8 

33 

855.3 

861.8 

868.3 

874.9 

881.4 

888.0 

894.6 

901.3 

34 

907.9 

9146 

921.3 

928.1 

934.8 

941.6 

948.4 

955.2 

35 

962.1 

969.0 

975.9 

982.8 

989.8 

996.8 

1003.8 

1010.8 

36 

1017.9 

1025.0 

1032.1 

1039.2 

1046.3 

1053.5 

1060.7 

1068.0 

37 

1075.2 

1082.5 

1089.8 

1097.1 

1104.5 

1111.8 

1119.2 

1126.7 

38 

1134.1 

1141.6 

1149.1 

1156.6 

1164.2 

1171.7 

1179.3 

1186.9 

39 

1194.6 

1202.3 

1210.0 

1217.7 

1225.4 

1233.2 

1241.0 

1248.8 

40 

1256.6 

1264.5 

1272.4 

1280.3 

1288.2 

1296.2 

1304.2 

1312.2 

41 

1320.3 

1328.3 

1336.4 

1344.5 

1352.7 

1360.8 

1369.0 

1377.2 

42 

1385.4 

1393.7 

1402.0 

1410.3 

1418.6 

1427.0 

1435.4 

1443.8 

43 

1452.2 

1460.7 

1469.1 

1477.6 

1486.2 

1494.7 

1503.3 

1511.9 

,   44 

1520.5 

1529.2 

1537.9 

1546.6 

1555.3 

1564.0 

1572.8 

1581.6 

45 

1590.4 

1599.3 

1608.2 

1617.0 

1626.0 

1634.9 

1643.9 

16529 

46 

1661.9 

1670.9 

1680.0 

1689.1 

1698.2 

1707.4 

1716.5 

1725.7 

47 

17349 

1744.2 

1753.5 

1762.7 

1772.1 

1781.4 

1790.8 

1800.1 

48 

1809.6 

1819.0 

1828.5 

1837.9 

1847.5 

1857.0 

1866.5 

1876.1 

49 

1885.7 

1895.4 

1905.0 

1914.7 

1924.4 

1934.2 

1943.9 

1953.7 

BETHLEHEM    STEEL    COMPANY.                      299 

AREAS    OF    CIRCLES—  (CONTINUED). 

ADVANCING     BY     EIGHTHS. 

Diam- 

o 

i/ 

ft 

eter. 

/4 

8 

2 

4 

/o 

50 

1963.5 

1973.3 

1983.2 

1993.1 

20030 

2012.9 

2022.8 

2032.8 

51 

20428 

20528 

2062.9 

2073.0 

2083.1 

2093.2 

2103.3 

2113.5 

52 

2123.7 

2133.9 

2144.2 

2154.5 

2164.8 

2175.1 

2185.4 

2195.8 

53 

2206.2 

2216.6 

2227.0 

2237.5 

2248.0 

2258.5 

2269.1 

2279.6 

54 

2290.2 

2300.8 

2311.5 

2322.1 

2332.8 

2343.5 

2354.3 

2365.0 

55 

2375.8 

2386.6 

2397.5 

2408.3 

2419.2 

2430.1 

2441.1 

2452.0 

56 

2463.0 

2474.0 

2485.0 

2496.1 

2507.2 

2518.3 

2529.4 

2540.6 

57 

2551.8 

2563.0 

2574.2 

2585.4 

2596.7 

2608.0 

2619.4 

2630.7 

58 

2642.1 

2653.5 

2664.9 

2676.4 

2687.8 

2699.3 

2710.9 

2722.4 

59 

2734.0 

2745.6 

2757.2 

2768.8 

2780.5 

2792.2 

2803.9 

2815.7 

60 

2827.4 

2839.2 

2851.0 

2862.9 

2874.8 

2886.6 

2898.6 

2910.5 

61 

2922.5 

2934.5 

2946.5 

2958.5 

2970.6 

2982.7 

2994.8 

3006.9 

62 

3019.1 

3031.3 

3043.5 

3055.7 

3068.0 

3080.3 

3092.6 

3104.9 

63 

3117.2 

3129.6 

3142.0 

3154.5 

3166.9 

3179.4 

3191.9 

3204.4 

64 

3217.0 

3229.6 

3242.2 

3254.8 

3267.5 

32801 

3292.8 

3305.6 

65 

3318.3 

3331.1 

3343.9 

3356.7 

3369.6 

3382.4 

3395.3 

3408.2 

66 

3421.2 

3434.3 

3447.2 

3460.2 

3473.2 

3486.3 

3499.4 

3512.5 

67 

3525.7 

3538.8 

3552.0 

3565.2 

3578.5 

3591.7 

3605.0 

3618.3 

68 

3631.7 

3645.0 

3658.4 

3671.8 

3685.3 

3698.7 

3712.2 

3725.7 

69 

3739.3 

3752.8 

3766.4 

3780.0 

3793.7 

3807.3 

3821.0 

3834.7 

70 

3848.5 

3862.2 

3876.0 

3889.8 

3903.6 

3917.5 

3931.4 

3945.3 

71 

3959.2 

3973.1 

3987.1 

4001.1 

4015.2 

4029.2 

4043.3 

4057.4 

72 

4071.5 

4085.7 

4099.8 

4114.0 

4128.2 

4142.5 

4156.8 

4171.1 

73 

4185.4 

4199.7 

4214.1 

4228.5 

4242.9 

4257.4 

4271.8 

4286.3 

74 

4300.8 

4315.4 

4329.9 

4344.5 

4359.2 

4373.8 

4388.5 

4403.1 

75 

4417.9 

4432.6 

4447.4 

4462.2 

4477.0 

4491.8 

4506.7 

4521.5 

76 

4536.5 

4551.4 

4566.4 

4581.3 

4596.3 

4611.4 

4626.4 

4641.5 

77 

4656.6 

4671.8 

4686.9 

4702.1 

4717.3 

4732.5 

4747.8 

4763.1 

78 

4778.4 

4793.7 

4809.0 

4824.4 

4839.8 

4855.2 

4870.7 

4886.2 

79 

4901.7 

4917.2 

4932.7 

4948.3 

4963.9 

4979.5 

4995.2 

5010.9 

80 

5026.5 

5042.3 

5058.0 

5073.8 

5089.6 

5105.4 

5121.2 

5137.1 

81 

5153.0 

5168.9 

5184.9 

5200.8 

5216.8 

5232.8 

5248.9 

5264.9 

82 

5281.0 

5297.1 

5313.3 

5329.4 

5345.6 

5361.8 

5378.1 

5394.3 

83 

5410.6 

5426.9 

5443.3 

5459.6 

5476.0 

5492.4 

5508.8 

5525.3 

84 

5541.8 

5558.3 

5574.8 

5591.4 

5607.9 

5624.5 

5641.2 

5657.8 

85 

5674.5 

5691.2 

5707.9 

5724.7 

5741.5 

5758.3 

5775.1 

5791.9 

86 

5808.8 

5825.7 

5842.6 

5859.6 

5876.5 

5893.5 

5910.6 

5927.6 

87 

5944.7 

5961.8 

5978.9 

5996  0 

6013.2 

6030.4 

6047.6 

6064.9 

88 

6082.1 

6099.4 

6116.7 

6134.1 

6151.4 

6168.8 

6186.2 

6203.7 

89 

6221.1 

6238.6 

6256.1 

6273.7 

6291.2 

6308.8 

6326.4 

6344.1 

90 

6361.7 

6379.4 

6397.1 

6414.9 

6432.6 

6450.4 

6468.2 

6486.0 

91 

6503.9 

6521.8 

6539.7 

6557.6 

6575.5 

6593.5 

6611.5 

6629.6 

92 

6647.6 

6665.7 

6683.8 

6701.9 

6720.1 

6738.2 

6756.4 

6774.7 

93 

6792.9 

6811.2 

6829.5 

6847.8 

6866.1 

6884.5 

6902.9 

6921.3 

94 

6939.8 

6958.2 

6976.7 

6995.3 

7013.8 

7032.4 

7051.0 

7069.6 

95 

7088.2 

7106.9 

7125.6 

7144.3 

7163.0 

7181.8 

7200.6 

7219.4 

96 

7238.2 

7257.1 

7276.0 

7294.9 

7313.8 

7332.8 

7351.8 

7370.8 

97 

7389.8 

7408.9 

7428.0 

7447.1 

7466.2 

7485.3 

7504.5 

7523.7 

98 

7543.0 

7562.2 

7581.5 

7600.8 

7620.1 

7639.5 

7658.9 

7678.3 

99 

7697.7 

7717.1 

7736.6 

7756.1 

7775.6 

7795.2 

7814.8 

7834.4 

300         BETHLEHEM  STEEL  COMPANY. 

DECIMALS  OF  A  FOOT 

FOR  EACH  g^th  OF  AN  INCH. 

Inch. 

0" 

V 

2" 

3" 

4" 

5" 

6" 

7"   8" 

9" 

10" 

11" 

0 

0 

.0833 

.1667 

.2500 

.3333 

.4167 

.5000 

.5833  .6667 

.7500 

.8333 

.9167 

4 

.0013 

.0846 

.1680 

.2513 

.3346 

.4180 

.5013 

.5846 

.6680 

.7513 

.8346 

.9180 

& 

.0026 

.0859 

.1693 

.2526 

.3359 

.4193 

.5026 

.5859 

.6693 

.7526 

.8359 

.9193 

A 

.0039 

.0872 

.1706 

.2539 

.3372 

.4206 

.5039 

.5872 

.6706 

.7539 

.8372 

.9206 

A 

.0052 

.0885 

.1719 

.2552 

.3385 

.4219 

5052 

.5885 

.6719 

.7552 

.8385 

.9219 

B5* 

.0065 

.0898 

.1732 

.2565 

.3398 

.4232 

.5065 

.5898 

.6732 

.7565 

.8398 

.9232 

& 

.0078 

.0911 

.1745 

.2578 

.3411 

.4245 

.5078 

.5911 

.6745 

.7578 

.8411 

.9245 

B74 

.0091 

.0924 

.1758 

.2591 

.3424 

.4258 

.5091 

.5924 

.6758 

.7591 

.8424 

.9258 

H 

.0104 

.0937 

.1771 

.2604 

.3437 

.4271 

.5104 

.5937 

.6771 

.7604 

.8437 

.9271 

A 

.0117 

.0951 

.1784 

.2617 

.3451 

.4284 

.5117 

.5951 

.6784 

.7617 

.8451 

.9284 

A 

.0130 

.0964 

.1797 

.2630 

.3464 

.4297 

.5130 

.6964 

.6797 

.7630 

.8464 

.9297 

ti 

.0143 

.0977 

.1810 

.2643 

.3477 

.4310 

.5143 

.5977 

.6810 

.7643 

.8477 

.9310 

I3s 

.0156 

.0990 

.1823 

.2656 

.3490 

.4323 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 

IS 

.0169 

.1003 

.1836 

.2669 

.3503 

.4336 

.5169 

.6003 

.6836 

.7669 

.8503 

.9336 

372 

.0182 

.1016 

.1849 

.2682 

.3516 

.4349 

.5182 

.6016 

.6849 

.7682 

.8516 

.9349 

it 

.0195 

.1029 

.1862 

.2695 

.3529 

.4362 

.5195 

.6029 

.6862 

.7695 

.8529 

.9362 

K 

.0208 

.1042 

.1875 

.2708 

.3542 

.4375 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 

11 

.0221 

.1055 

.1888 

.2721 

.3555 

.4388 

.5221 

.6055 

.6888 

.7721 

.8555 

.9388 

A 

.0234 

.1068 

.1901 

.2734 

.3568 

.4401 

.5234 

.6068 

.6901 

.7734 

.8568 

.9401 

1! 

.0247 

.1081 

.1914 

.2747 

.3581 

.4414 

.5247 

.6081 

.6914 

.7747 

.8581 

.9414 

T6S 

.0260 

.1094 

.1927 

.2760 

.3594 

.4427 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 

tt 

.0273 

.1107 

.1940 

.2773 

.3607 

.4440 

.5273 

.6107 

.6940 

.7773 

.8607 

.9440 

U 

.0286 

.1120 

.1953 

.2786 

.3620 

.4453 

.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

12 

.0299 

.1133 

.1966 

.2799 

.3633 

.4466 

.5299 

.6133 

.6966 

.7799 

.8633 

.9466 

% 

.0312 

.1146 

.1979 

.2812 

.3646 

.4479 

.5312 

.6146 

.6979 

.7812 

.8646 

.9479 

if 

•0326 

.1159 

.1992 

.2826 

.3659 

.4492 

.5326 

.6159 

.6992 

.7826 

.8659 

.9492 

U 

.0339 

.1172 

.2005 

.2839 

.3672 

.4505 

.5339 

.6172 

.7005 

.7839 

•8672 

.9505 

tt 

.0352 

.1185 

.2018 

.2852 

.3685 

.4518 

.5352 

.6185 

.7018 

.7852 

.8685 

.9518 

TT* 

.0365 

.1198 

.2031 

.2865 

.3698 

.4531 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

1! 

.0378 

.1211 

.2044 

.2878 

.3711 

.4544 

.5378 

.6211 

.7044 

.7878 

.8711 

.9544 

U 

.0391 

.1224 

.2057 

.2891 

.3724 

.4557 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 

ii 

.0404 

.1237 

.2070 

.2904 

.3737 

.4570 

.5404 

.6237 

.7070 

.7904 

.8737 

.9570 

K 

.0417 

.1250 

.2083 

.2917 

.3750 

.4583 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

BETHLEHEM  STEEL  COMPANY.         301 

DECIMALS  OF  A  FOOT 

FOR  EACH  g^th  OF  AN  INCH. 

Inch. 

0" 

1" 

2" 

3" 

4" 

5" 

6" 

1" 

8" 

9" 

10" 

11" 

X 

.0417 

.1250 

.2083 

.2917 

.3750 

.4583 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

M 

.0430 

.1263 

.2096 

.2930 

.3763 

.4596 

.5430 

.6263 

.7096 

.7930 

.8763 

.9596 

H 

.0443 

.1276 

.2109 

.2943 

.3776 

.4609 

.5443 

.6276 

.7109 

.7943 

.8776 

.9609 

if 

.0456 

.1289 

.2122 

.2956 

.3789 

.4622 

.5456 

.6289 

.7122 

.7956 

.8789 

.9622 

& 

.0469 

.1302 

.2135 

.2969 

.3802 

.4635 

.5469 

.6302 

.7135 

.7969 

.8802 

.9635 

II 

.0482 

.1315 

.2148 

.2982 

.3815 

.4648 

.5482 

.6315 

.7148 

.7982 

.8815 

.9648 

» 

.0495 

.1328 

.2161 

.2995 

.3828 

.4661 

.5495 

.6328 

.7161 

.7995 

.8828 

.9661 

II 

.0508 

.1341 

.2174 

.3008 

.3841 

.4674 

.5508 

.6341 

.7174 

.8008 

.8841 

.9674 

% 

.0521 

.1354 

.2188 

.3021 

.3854 

.4688 

.5521 

.6354 

.7188 

.8021 

.8854 

.9688 

H 

.0534 

.1367 

.2201 

.3034 

.3867 

.4701 

.5534 

.6367 

.7201 

.8034 

.8867 

.9701 

U 

.0547 

.1380 

.2214 

.3047 

.3880 

.4714 

.5547 

.6380 

.7214 

.8047 

.8880 

.9714 

M 

.0560 

.1393 

.2227 

.3060 

.3893 

.4727 

.5560 

.6393 

.7227 

.8060 

.8893 

.9727 

U 

.0573 

.1406 

.2240 

.3073 

.3906 

.4740 

.5573 

.6406 

.7240 

.8073 

.8906 

.9740 

ft! 

.0586 

.1419 

.2253 

.3086 

.3919 

.4753 

.5586 

.6419 

.7253 

.8086 

.8919 

.9753 

H 

.0599 

.1432 

.2266 

.3099 

.3932 

.4766 

.5599 

.6432 

.7266 

.8099 

.8932 

.9766 

1-1 

.0612 

.1445 

.2279 

,.3112 

.3945 

.4779 

.5612 

.6445 

.7279 

.8112 

.8945 

.9779 

% 

.0625 

.1458 

.2292 

.3125 

.3958 

.4792 

.5625 

.6458 

.7292 

.8125 

.8958 

.9792 

II 

.0638 

.1471 

.2305 

.3138 

.3971 

.4805 

.5638 

.6471 

.7305 

.8138 

.8971 

.9805 

If 

.0651 

.1484 

.2318 

.3151 

.3984 

.4818 

.5651 

.6484 

.7318 

.8151 

.8984 

.9818 

ft 

.0664 

.1497 

.2331 

.3164 

.3997 

.4831 

.5664 

.6497 

.7331 

.8164 

.8997 

.9831 

If 

.0677 

.1510 

.2344 

.3177 

.4010 

.4844 

.5677 

.6510 

.7344 

.8177 

.9010 

.9844 

II 

.0690 

.1523 

.2357 

.3190 

.4023 

.4857 

.5690 

.6523 

.7357 

.8190 

.9023 

.9857 

H 

.0703 

.1536 

.2370 

.3203 

.4036 

.4870 

.5703 

.6536 

.7370 

.8203 

.9036 

.9870 

U 

.0716 

.1549 

.2383 

.3216 

.4049 

.4883 

.5716 

.6549 

.7383 

.8216 

.9049 

.9883 

% 

.0729 

.1562 

.2396 

.3229 

.4062 

.4896 

.5729 

.6562 

.7396 

.8229 

.9062 

.9896 

tt 

.0742 

.1576 

.2409 

.3242 

.4076 

.4909 

.5742 

.6576 

.7409 

.8242 

.9076 

.9909 

M 

.0755 

.1589 

.2422 

.3255 

.4089 

.4922 

.5755 

.6589 

.7422 

.8255 

.9089 

.9922 

II 

.0768 

.1602 

.2435 

.3268 

.4102 

.4935 

.5768 

.6602 

.7435 

.8268 

.9102 

.9935 

M 

.0781 

,1615 

.2448 

.3281 

.4115 

.4948 

.5781 

.6615 

.7448 

.8281 

.9115 

.9948 

tt 

.0794 

.1628 

.2461 

.3294 

.4128 

.4961 

.5794 

.6628 

.7461 

.8294 

.9128 

.9961 

14 

.0807 

.1641 

.2474 

.3307 

.4141 

.4974 

.5807 

.6641 

.7474 

.8307 

.9141 

.9974 

if 

.0820 

.1654 

.2487 

.3320 

.4154 

.4987 

.5820 

•6654 

.7487 

.8320 

.9154 

.9987 

1 

1.0000 

302 


BETHLEHEM    STEEL    COMPANY. 


DECIMALS    OF    AN    INCH 
FOR    EACH         TH. 


Ad* 

6\ths. 

Decimal. 

Fraction. 

Ads. 

Aths. 

Decimal 

Fraction. 

1 

.015625 

33 

.515625 

1 

2 

.03125 

17 

34 

.53125 

3 

.046875 

35 

.546875 

2 

4 

.0625 

1-16 

18 

36 

.5625 

9-16 

5 

.078125 

37 

.578125 

3 

6 

.09375 

19 

38 

.59375 

7 

.109375 

39 

.609375 

4 

8 

.125 

1-8 

20 

40 

.625 

5-8 

9 

.140625 

41 

.640625 

5 

10 

.15625 

21 

42 

.65625 

11 

.171875 

43 

.671875 

6 

12 

.1875 

3-16 

22 

44 

.6875 

11-16 

13 

.203125 

45 

.703125 

7 

14 

.21875 

23 

46 

.71875 

15 

.234375 

47 

.734375 

8 

16 

.25 

1-4 

24 

48 

.75 

3-4 

17 

.265625 

49 

.765625 

9 

18 

.28125 

25 

50 

.78125 

19 

.296875 

51 

.796875 

10 

20 

.3125 

5-16 

26 

52 

.8125 

13-16 

21 

.328125 

53 

.828125 

11 

22 

.34375 

27 

54 

.84375 

23 

.359375 

55 

.859375 

12 

24 

.375 

3-8 

28 

56 

.875 

7-8 

25 

.390625 

57 

.890625 

13 

26 

.40625 

29 

58 

.90625 

27 

.421875 

59 

.921875 

14 

28 

.4375 

7-16 

30 

60 

.9375 

15-16 

29 

.453125 

61 

.953125 

15 

30 

.46875 

31 

62 

.96875 

31 

.484375 

63 

.984375 

16 

32 

.5 

1-2 

32 

64 

1. 

1 

BETHLEHEM  STEEL  COMPANY. 


MULTIPLIERS   FOR  CONVERTING 

METRIC  SYSTEM 
TO  U.  S.  WEIGHTS  AND  MEASURES. 


Millimeters  X 
Centimeters  X 
X 

X 
X 
X 


39.37 
3.2809 
1.0936 
0.6214 

X  3280.9 

X 


Meters 

Meters 

Meters 

Kilometers 

Kilometers 

Square  Millimeters 

Square  Centimeters 

Square  Meters 

Square  Kilometers 

Hectare 

Cubic  Centimeters 

Cubic  Centimeters 

Cubic  Centimeters 

Cubic  Meters 

Cubic  Meters 

Cubic  Meters 

Liters 

Liters 

Liters  X 

Liters  X 

Hectoliters  X 

Hectoliters  X 

Hectoliters  X 

Hectoliters  X  26.42 

Grams 

Grams  (water) 

Grams 

Grams  per  cu.  cent. 

Kilograms 

Kilograms 


0.03937  =  Inches. 
0.3937    =       " 

=       "      (Act  of  Congress.) 
=  Feet. 
=  Yards. 
=  Miles. 
=  Feet. 

0.00155  =  Square  Inches. 
X      0.155     = 
X    10.7641    =  Square  Feet. 
X  247.10       =  Acres. 


X      2.47104=       " 
X      0.0610    =  Cubic  Inches. 
X      0.2704    =  Fl.  Drams.  (U.  S.  P.) 
X     0.0338    =F1.  Ounces.    (U.  S.  P.) 
X    35.3155    =  Cubic  Feet. 
X      1.3080   =  Cubic  Yards. 
X  264.1785   =  Gallons.     (231  cu.  ins.) 
X  61.025    =  Cubic  Inches.     (Act  of  Congress.) 
X  33.8006  =  Fl.  Ounces.     (U.  S.  P.) 
0.2642  =  Gallons.     (231  cu.  ins.) 
0.0353  =  Cubic  Feet. 
3.53T5  =  Cubic  Feet. 
2.8378  =  Bushels.     (2150.42  cu.  ins.) 
0.1308  =  Cubic  Yards. 

=  Gallons.     ( 231  cu.  ins. ) 
X  15.432         =  Grains.  (Act Cong.) 
X    0.03381 
X    0.03527 
X    0.0361 
X    2.2046 
X  35.2736 


X 


Kilograms 

Kilograms  per  sq.  cent.  X  14.223 

Kilogram  meters  X    7.2331 


=  Fl.  Ounces. 
=  Ozs.  avoirdupois. 
=  Lbs.  per  cu.  in. 
=  Pounds. 
=  Ozs.  avoirdupois. 
0.0011023  =  Tons.    (2000  Ibs.) 
=  Lbs.  per  sq.  in. 
=  Foot-pounds. 


Kilogram  per  meter      X    0.6720       =  Lbs.  per  foot. 

Kilogram  per  cu.  meter  X    0.0624       =  Lbs.  per  cubic  foot. 

Kilo  per  cheval  X  2.235    =  Lbs.  per  H.  P. 

Kilowatts  X  1.34      =  H.  P. 

Calorie  X  3.968    =  B.  T.  U. 

Cheval  vapeur    X    .9863  =  H.  P. 

1°  Centigrade  =  1.8°  Fahrenheit. 

(Degrees,  Centigrade,  X  1-8)  +  32  =  Degrees,  Fahrenheit 


304 


BETHLEHEM    STEEL    COMPANY. 


NOTES  ON   MENSURATION. 


LENGTHS. 

Circumference  of  circle  =  diameter  X  3.14159. 
Diameter  of  circle  =  circumference  X  0.31831. 
Side  of  square  of  same  periphery  as  circle  =  diameter  X 

0.785398. 
Diameter  of  circle  of  same  periphery  as  square  =  side  X 

1.2732. 

Side  of  an  inscribed  square  =  diameter  of  circle  X  0.7071. 
Length  of  arc  =  No.  of  degrees  X  diameter  X  0.0087266. 


=  3.14159265 


log  TT  =  0.4971499 


r  =  1.772454 
7r2  —  9.869604 
4m2  4-  C2 


r_ 


8m 
or  very  nearly  = 


8m 


-— -  =  0.318310 


-T  =  0.101321 


=  0.564190 


0  =  Jr2  — x2  —  (r— m) 


m  =  r  — 


2 -p  or  very  nearly  =  —  for  small  arcs. 


— 
or 


AREAS. 


Triangle  =  base  X  half  perpendicular  height. 
Parallelogram  =  base  X  perpendicular  height. 
Trapezoid  =  half  the  sum  of  the  parallel  sides  X  perpen- 

dicular height. 

Trapezium,  found  by  dividing  into  two  triangles. 
Circle  =  diameter  squared  X  0.785398 

=  radius  squared  X  3.14159. 
Sector  of  Circle  =  length  of  arc  X  half  radius. 


BETHLEHEM    STEEL    COM  PA  NY.  305 

AREAS—  (CONTINUED). 

Segment  of  Circle  =  area  of  sector  less  triangle  ;  also  for 
flat  segments  very  nearly  =       --J  0.388m2  -f-    c*  • 


Side  of  square  of  equal  area  as  circle  =  diameter  X  0.88623. 
Diameter  of  circle  of  equal  area  as  square  =  side  X  1.12838. 
Parabola  ==  base  X  2A  height. 

Ellipse  =  long  diameter  X  short  diameter  X  0.785398. 
Regular  Polygon  =  sum  of  sides  X  half  perpendicular  dis- 

tance from  center  to  sides. 
Surface  of   cylinder  =  circumference  X  height  +  area  °f 

both  ends. 
Surface  of  sphere  =  diameter  squared  X  3.14159  ;   also  = 

circumference  X  diameter. 
Surface  of  a  right  pyramid  or  cone  =  periphery  or  circum- 

ference of  base  X  half  slant  height. 
Surface  of  a  frustrum  of  a  regular  right  pyramid  or  cone  = 

sum  of  peripheries  or  circumferences  of  the  two  ends  X 

half  slant  height  -f-  area  of  both  ends. 

SOLID  CONTENTS. 

Prism,  right  or  oblique,  =  area  of  base  X  perpendicular 
height. 

Cylinder,  right  or  oblique,  =  area  of  section  at  right  angles 
to  sides  X  length  of  side. 

Sphere  =  diameter  cubed  X  0.523599  ; 
also  =  surface  X  l/(>  diameter. 

Pyramid  or  cone,  right  or  oblique,  regular  or  irregular,  = 
area  of  base  X  1A  perpendicular  height. 

Prismoid.  A  prismoid  is  a  solid  bounded  by  six  plane 
surfaces,  only  two  of  which  are  parallel.  To  find  the 
contents  of  a  prismoid,  add  together  the  areas  of  the  two 
parallel  surfaces  and  four  times  the  area  of  a  section 
taken  midway  between  and  parallel  to  them,  and  multi- 
ply the  sum  by  */&th  of  the  perpendicular  distance  between 
the  parallel  surfaces. 


306                      BETHLEHEM    STEEL    COMPANY. 

WEIGHTS  OF  FIREPROOF  MATERIALS. 

END  CONSTRUCTION,   FLAT  ARCHES. 

Width  of  Span  between  Beams. 

Depth  of  Arch. 

Weight  per  Sqnare  Foot. 

5  feet  to  6  feet 

6      "        7     " 
7       "        8     " 
8       "        9     " 

8  inches. 
9      " 
10      " 
12       " 

27  pounds. 
29       " 
33       " 
38       " 

SIDE  CONSTRUCTION,  FLAT  ARCHES. 

Width  of  Span  between  Beams. 

Depth  of  Arch. 

Weight  per  Square  Foot. 

3  feet  6  inches  to  4  feet  0  inches 
4     "  0                   4     '      6        ' 
4    "  6                   5     '      0 
5     "   6                   6     '      0 
6     "   0                   6     '      6 
6     "   6                   7*0* 

6  inches. 
7 
8 
9 
10 
12 

27  pounds. 
29 
32 
36 
39 
44 

PARTITIONS. 

Thickness. 

Weight  per  Square  Foot. 

Hollow  Brick  (Clay)  Partitions 

» 

Porous  Terra-Cotta  Part  tions 
« 

« 
« 
11 

2  inches. 
3 
4 
5 
6 
8 
3 
4 
5 
6 
8 

11  pounds. 
14 
15 
19 
20 
27 
16 
19 
22 
23 
33 

FURRING,  ROOFING  AND  CEILING. 

Thickness. 

Weight  per  Square  Foot. 

Porous  Terra-Cotta  Furring 

Roofing 

<  t 

u 
Ceiling 

14 

2  inches. 
2 
3 
4 
2 
3 
4 

8  pounds. 
12 
15 
19 
11 
15 
19 

6  inch  Segmental  Arches,  27  pounds  per  square  foot, 
g    «              «              «       33       tt        «        « 

2  inch  Porous  Terra-Cotta  Partition,  8  pounds  per  square  foot. 

BETHLEHEM    STEEL    COMPANY. 


307 


WEIGHTS  OF  BUILDING  MATERIALS,  ETC. 


KIND  OF  MATERIAL. 


Weight 

per 

Cubic  Foot, 
Lbs. 


Asphalt,  pavement  composition 100 

Brick,  best  pressed 135-150 

"       common  hard 110-125 

«       fire 140-150 

* '       paving 150 

Brickwork,  pressed  brick 120-140 

44           common  hard  brick 110-120 

Cement,  American  Portland,  loose 85 

Coal,  anthracite,  broken,  loose 56 

"     bituminous,  broken,  loose 54 

Concrete,   cinder 72 

broken  stone 120-140 

Glass 160 

Gravel 120 

Iron,  cast 450 

"     wrought 480 

Masonry,  granite  or  marble  ashlar 160 

limestone  ashlar 150 

"         sandstone  ashlar .  140 

Mortar 100 

Plaster  ceilings,  10  to  15  Ibs.  per  square  foot. 

Plaster  of  Paris 140 

Sand,  clay  and  earth,  dry 100 

M      wet 120 

Snow,  freshly  fallen 10 

"      saturated  with  moisture 20-50 

Steel 490 

Stone  :  Bluestone 160 

"       Granite 170 

"      Limestone 160 

•'      Marble 165 

"      Sandstone 145 

11      Slate 175 

Terra  Cotta 110 

4<        "     masonry 100 

Timber  :  Douglas  fir 30 

"         Hemlock 26 

"         Southern  yellow  pine 45-48 

"         Spruce 25-28 

White  oak 48-52 

White  pine 25-28 


308                     BETHLEHEM    STEEL    COMPANY. 

LINEAR    EXPANSION 
OF   SUBSTANCES    BY    HEAT. 

To  find  the  increase  in  the  length  of  a  bar  of  any  material 
due  to  an  increase  of  temperature,  multiply  the  number  of 
degrees  of  increase  of  temperature  by  the  coefficient  for  100° 
and  by  the  length  of  the  bar,  and  divide  by  one  hundred. 

NAME  OP  SUBSTANCE. 

Coefficient 
for  100° 
Fahrenheit. 

Coefficient  for 
180°  Fahrenheit, 
or 
100°  Centigrade. 

Aluminum  (cast)    

.001234 
.000957 
.000306 
.000986 
.000594 
.000795 
.000887 
.000451 
.000438 
.000786 
.000648 
.000556 
.001571 
.000308 
.000786 
.000256 
.000494 
.009984 
.000652 
.001079 
.000577 
.000636 
.000663 
.000689 
.001163 
.000276 
.001407 

.00222 
.00172 
.00055 
.00177 
.00107  •* 
.00143 
.00160 
.00081 
.00079 
.00142 
.00117 
.00100 
.00283 
.00055 
.00142 
.00046 
.00089 
.01797 
.00117 
.00194 
.00104 
.00114 
.00119 
.00124 
.00210 
.00050 
.00253 

Brass  (cast)             ....       .       ... 

Brick  ...                  

Bronze  ....       .       

Cement  Portland  

Glass  flint           

Iron  cast  .              ....       .       ... 

Lead  .           .   .              

c  from 

Marble  4  " 

f  from            

Masonry,  brick  •< 

Mercury  (cubic  expansion)     

Sandstone     

Slate          ... 

Steel  cast    

Steel  structural             

Tin     

\Vood,  pine  

Zinc    

BETHLEHEM    STEEL    COMPANY.  309 


NOTES   ON   STEEL  AND   IRON. 

Wrought  iron  weighs  480  Ibs.  per  cubic  foot.  A  bar  1 
inch  square  and  3  feet  long  weighs,  therefore,  exactly  10 
pounds.  Hence : 

The  sectional  area,  in  sq.  ins.  =  the  weight  per  foot  XA 
The  weight  per  foot,  in  Ibs.  =  sectional  area  X  V° 
Steel  weighs  489.6  Ibs.  per   cubic  foot,   or  2  per  cent, 
greater  than  wrought  iron.     Hence  for  steel : 

The  sectional  area,  in  sq.  ins.  =  weight  per  foot  H-  3.4 

The  weight  per  foot  in  Ibs.  =-  sectional  area  X  3.4 

The  melting  points  of  iron  and  steel  are  about  as  follows  : 

Wrought  Iron 3000°  Fahrenheit 

Cast  Iron 2000° 

Steel 2400° 

The  welding  heat  of  wrought  iron  is  2700°  Fahrenheit. 

Within  the  elastic  limit  the  extension  and  compression  of 
steel  is  very  nearly  T^^7  of  its  length  for  a  stress  of  1^ 
tons  (3000  Ibs.)  per  square  inch. 

The  expansion  of  a  steel  rod  is  about  equivalent  to  -nretny 
of  its  length  for  an  increase  of  15°  Fahrenheit,  and  the 
stress  thus  produced  is  about  1%  tons  (3000  Ibs.)  for  each 
square  inch  of  sectional  area  in  the  bar  if  the  ends  are 
held  rigidly  fixed. 

For  a  rod  of  the  lengths  given  below,  the  expansion  will 
be  as  follows  : 

Length  of  rod,  in  feet  .    .  10     20      30      40      50    100    150 

Expansion  in  inches  for  15°  .012  .024  .036  .048  .060  .120  .180 
150°  .120  .240  .360  .480  .600  1.200  1.800 
100°  .080  .160  .240  .320  .400  .800  1.200 

Contraction  and  expansion  being  equal,  the  stress  per 
square  inch  produced  by  heating  or  cooling  is  as  follows, 
for  temperatures  varying  by  15°  Fahrenheit : 

Variation  ...  15    30    45    60    75    105    120    150  degrees. 
Stress     .    .    .   .  1#    3     4#    6      7%    9      10#     15  net  tons. 


310 


BETHLEHEM    STEEL    COMPANY. 


INDEX. 


PAGE 

Angle  struts,  radii  of  gyration  for 205-207 

"      safe  loads  for 212-221 

Angles,  areas  of  equal  leg 160-161 

44      "  unequal  leg 162-163 

coefficients  of  strength  for 172-182 

connection,  for  special  I  and  girder  beams  .  131-135 

44      for  standard  I  beams  and  channels  222-223 

explanation  on  tables  of  properties  of  ...  165 

"       "      44  safe  loads  for  ...  186 

gauges  for  punching  rivet  holes  in 230 

properties  of  equal  leg 180-182 

4 'unequal  leg 172-179 

radii  of  gyration  of  single 172-182 

44      <4        4t        44  two,  back  to  back  .    .    .  205-207 

safe  loads  for 195-197 

shapes  of 151-153 

staggered  rivet  spacing  for 230 

weights  and  dimensions  of  equal  leg  ....  160-161 

44  unequal  leg   .    .  162-163 

Arches,  spacing  of  tie  rods  for  thrust  of 240-241 

thrust  of 240 

weights  of  fireproof  flat 306 

Area,  reduction  of,  for  rivet  holes 259 

rivet  spacing  for  minimum  reduction  of  ...  258 

Areas,  method  of  increasing,  for  special  shapes  .   .  14-15 

44      44           "           44   standard  shapes  .  142-143 

of  angles 160-163 

beams,  rolled  girder 54 

"       special  I 56 

standardl 166-169 

channels 170 

circles 298-299 

flats 292-295 

H  column  sections 60-75 

round  and  square  bars 280-281 

B 

Bars,  areas  and  weights  of  round  and  square  .    .    .  280-281 

sizes  and  weights  of  flat  and  hexagon  ....  155 

44      44  round  and  square .    ...  154 

Base  sections  of  H  columns,  use  and  properties  of  .  74-75 


BETHLEHEM    STEEL    COMPANY.  311 

PAGE 

Beam  box  girders,  notes  on  standard  I 198 

44        44         safe  loads  for  standard  I  ....  199-203 

Beams,  bearing  plates  for 242-243 

bending  moments  shears  and  deflections  of  234 

deflection  of 236-237 

grillage,  notes  on 244-245 

notes  on  the  strength  and  deflection  of .    .    .  232-234 

unsupported  sideways,  reduced  loads  for    .  76 

wooden,  safe  loads  for 252 

Beams,  American  Standard  I  : 

areas  of 166-169 

coefficients  of  strength  for 166-169 

comparison  of,  with  rolled  girder  beams  .    .  58 

"           "      "    special  I  beams ....  59 

connection  angles  for 222-223 

detail  dimensions  for 225-227 

distance  c.  to  c.,  for  equal  radii  of  gyration  .  208 

explanation  on  tables  of  properties  of  ...  164-165 

"       "      "   safe  loads  for     .   .  184-186 

maximum  safe  shear  on  webs  of 192 

properties  of 166-169 

radii  of  gyration  for 166-169 

safe  loads  uniformly  distributed  for  ....  187-189 

separators  for 224 

shapes  of • 144-148 

standard  gauges  for  punching 225-227 

weights  and  dimensions  of 156-157 

Beams,  Bethlehem  Rolled  Girder  : 

areas  of 54 

coefficients  of  strength  for 55 

comparison  of,  with  standard  I  beams  ...  58 

connection  angles  for 134 

"       "  minimum  spans  for.    .  132 

detail  dimensions  for 140 

distance  c.  to  c.,  for  equal  radii  of  gyration  .  Ill 

explanation  on  tables  of  properties  of  ...  49-52 

"       "      "  safe  loads  for  .    .    .  76-77 

"           "       "      "  spacing  of    ....  90-91 

maximum  safe  shear  on  webs  of 89 

properties  of 54-55 

radii  of  gyration  for 54-55 

safe  loads  for,  used  as  columns 112-113 

"        "     uniformly  distributed  for   ....  78-81 

separators  for 136 

shapes  of 16-24 

spacing  of,  for  various  floor  loads 92-99 

standard  gauges  for  rivet  holes  in 140 

weights  and  dimensions  of 38 


312  BETHLEHEM    STEEL    COMPANY. 

PAGE 

Beams,  Bethlehem  Special  I : 

areas  of 56 

coefficients  of  strength  for 57 

comparison  of,  with  standard  I  beams  ...  59 

connection  angles  for . 135 

"        "  minimum  spans  for    .  133 

detail  dimensions  for  . 138-139 

distance  c.  to  c.,  for  equal  radii  of  gyration  .  Ill 

explanation  on  tables  of  properties  of  ...  49-52 

11       "       "  safe  loads  for .    .    .  76-77 

11       "       "  spacing  of   ....  90-91 

maximum  safe  shear  on  webs  of 89 

properties  of 56-57 

radii  of  gyration  for 56-57 

safe  loads  for,  used  as  columns 114-115 

"         "    uniformly  distributed  for    ....  82-86 

separators  for 137 

shapes  of 25-31 

spacing  of,  for  various  floor  loads 100-107 

standard  gauges  for  rivet  holes  in 138-139 

weights  and  dimensions  of 39 

Bearing  plates,  notes  on ...  242-243 

"       weights  and  dimensions  of  standard  242 

values  of  pins 264 

"      "   rivets           260-261 

1 '     safe,  for  brickwork  and  masonry  .    .  243 

Bending  moments,  for  usual  methods  of  loading  .    .  234 

moments  of  pins 262-263 

Bethlehem  special  structural  shapes,  explanation  of  6-13 

Bolts,  area  of,  at  root  of  thread 272 

U.  S.  standard  screw  threads  for 272 

weights  of 269 

Bracing,  notes  on  wind 246-247 

type  of  details  for  wind 47 

Brickwork,  safe  pressure  on 243 

Building  construction,  details  for  shop 48 

materials,  weights  of 307 

C 

Cast  iron  columns,  safe  loads  for 256-257 

"         ultimate  strength  of  ......  255 

separators  for  special  I  and  girder  beams  136-137 

"   standard  I  beams 224 

Channel  columns,  safe  loads  for  latticed 210-211 

lintels,  safe  loads  for 194 


BETHLEHEM    STEEL    COMPANY.  313 

PAGE 

Channels,  areas  of 170 

coefficients  of  strength  for 171 

connection  angles  for 223 

detail  dimensions  for 228-229 

distance  apart  for  equal  radii  of  gyration  209 

explanation  on  tables  of  properties  of  .    .  164-165 

"       "       "  safe  loads  for.    .  184-186 

maximum  safe  shear  on  webs  of    ....  193 

properties  of 170-171 

radii  of  gyration  for 170-171 

safe  loads  for,  web  horizontal 194 

"        "     uniformly  distributed  for  .    .    .  190-191 

shapes  of  149-150 

standard  gauges  for  punching 228-229 

weights  and  dimensions  of 158-159 

Circles,  areas  of  .    .    .    .  •     ....    • 298-299 

circumferences  of    . ' 296-297 

Circular  arcs,  properties  of 304 

Circumferences  of  circles  .   .   . 296-297 

Clearances  for  machine  driven  rivets 230,  266 

Clevises,  weights  and  dimensions  of    . 275 

Coefficients  of  deflection 237 

strength,  explanation  for  use  of,  50-51  232-233 

for  angles 172-182 

"  channels .  171 

"          "  spec.  I  and  girder  beams  54-57 

' '  standard  I  beams.  .    .    .  166-169 

Column  formulas,  comparison  of 109 

Columns,  Bethlehem  Rolled  Steel  H  : 

areas  of 60-73 

base  sections  of,  uses  and  properties  of  .  74-75 

detail  dimensions  of 60-73 

details  of  connections  for 46 

exampl  e  showing  proper  method  selecting  130 

explanation  on  tables  of  properties  of  .    .  52-53 

"      "       "   safe  loads  for  .  .  108-110 

properties  of 60-73 

safe  loads  for  c 116-129 

shapes  of 32-37 

weights  and  dimensions  of 40-43 

Columns,  eccentric  loading  of 110 

explanation  on  tables,  safe  loads  for  angle  204 

"      "          "       "      "  channel  204 

formulas  for  safe  loads  on  steel 108,  204 

radii  of  gyration  for  angle 212-221 

"        "    latticed  channel ..   .  210 
(See  next  page) 


314 


BETHLEHEM    STEEL    COMPANY. 


PAGE 

Columns,  safe  loads  for  angle  .  .    . 212-221 

"       "       "    cast  iron 256-257 

"       "      "    rolled  girder  beam   ....  112-113 

'«       «    special  I  beam 114-115 

"       "       "    wooden. 253-254 

types  of  riveted 45 

ultimate  strength  of  cast  iron 255 

Comparison  of  rolled  girder  beams  with  standard  I's  58 

"  special  I  beams  with  standard  I's   .  59 

Connection  angles,  explanation  of  mimimum  spans  .  131 

for  special  I  and  girder  beams   .  134-135 

"  standard  beams  and  channels  223 

minimum  spans  for,  girder  I's    .  132 

minimum  spans  for,  special  Ps  .  133 

minimum  spans  for,  standard  I's  222 

Connections  and  splices  for  H  columns  - 46 

Conventional  signs  for  riveting 266 

Corrugated  iron,  notes  on 250-251 

Crippling  strength  of  webs  : 

experiments  on 87-88 

safe,  for  special  I  and  girder  beams   ...  89 

"      "  standard  I  beams  and  channels  .  192-193 

D 

Decimals  of  a  foot  for  each  -^th  inch 300-301 

"  an  inch  for  each  ^th 302 

Deflection  coefficients 237 

formulas  for,  usual  methods  of  loading   .  234 

of  beams,  notes  on 236-237 

safe  limit  of,  for  plastered  ceilings ....  77 

Detail  dimensions  for  H  column  sections 60-75 

"            "    special  I  and  girder  beams  .  .  138-140 

"            "    standard  beams  and  channels  225-229 

Details  of  connections  and  splices  for  H  columns  .   .  46-47 

4  *  construction  for  shop  buildings 48 

structural 44 

Dimensions  of  angles ...  160-163 

'  bars,  Bethlehm  flat  and  hexagon  steel  1 55 

' '        round  and  square  steel  154 

1  beams,  American  standard  I  ....  156-157 

'       "       Bethlehem  rolled  girder    .   .  38 

'       "                 "        special  I     ....  39 

5  channels 158-159 

'  clevises     ...              275 

*  corrugated  iron  sheets 250-251 

"  H  column  sections 60-75 

(See  next  page) 


BETHLEHEM    STEEL    COMPANY. 


315 


Dimensions  of  nuts,  hot  pressed  square  and  hexagon  270-27 1 

"      "     manufacturers'  standard     ...  272 

44  pins  and  pin  nuts 265 

4<  rails,  American  standard 183 

"  turnbuckles  and  sleeve  nuts    ....  274 

E 

Expansion,  linear,  of  substances  by  heat 308 

of  steel  and  iron 309 

Experiments  on  crippling  strength  of  webs    ....  87-88 

Explanation  of  Bethlehem  special  structural  shapes  6-13 

tables,  properties  of  special  shapes  .  49-53 

standard  shapes  164-165 

safe  loads  for  angles   ....  186 

angle  struts  .    .  204 

beams  (special)  76-77 

"(standard)  184-186 

1  channel  columns  204 

;  channels  ....  184-186 

H  columns  .   .  108-110 

'  spacing  of  special  Ps  and  girders  90-91 

Explanatory  notes  on  special  structural  shapes    .   .  14 

u      "  standard  structural  shapes .    .  142 

F 

Fireproofing  materials,  weights  of 306 

Flats,  areas  of 292-295 

sizes  and  weights  of  Bethlehem  steel    ....  155 

weights  of  steel   .    .    .    . 282-287 

Foot,  decimals  of  a,  for  each  ^?th  inch 300-301 

Formulas  for  bending  moments  and  deflections   .   .  234 

"  safe  loads  on  steel  columns 108,204 

<{  strength  and  deflection  of  beams .    .    .  232-234 

Foundations,  notes  on  grillage  beams  in 244-245 

G 

Gas  pipe,  sizes  and  weights  of  standard 276 

Gauge,  U.  S.  standard  wire 278 

Gauges  for  rivet  holes  in  angles 230 

44      44       44      44  beams,  rolled  girder  ...  140 

"       '4      •"      "       4<       special  I 138-139 

44       "       "      "       "        standard  I  ....  225-227 

««       «       «      «  channels 228-229 

wire,  various  standard  in  use 279 

Girder  beams,  rolled  (see  beams). 

Girders,  safe  loads  for  standard  I  beam  box  ....  198-203 

Grillage  beams,  notes  on 244-245 

Grips,  lengths  of  rivets  for  various 267 


316 


BETHLEHEM  STEEL  COMPANY. 


H  PAGE 

H  columns,  Bethlehem  rolled  (see  columns). 

Heat,  linear  expansion  of  substances  by 308 

Hexagon  bars,  sizes  and  weights  of  Bethlehem  steel  155 

I 

I  beams,  special  and  standard  (see  beams). 

Inch,  decimals  of  an,  for  each  ^?th 302 

Inertia,  moments  of,  for  angles 172-182 

channels 170-171 

H  column  sections  ....  60-75 

rails 183 

rectangles 238-239 

special  I  and  girder  beams  54-57 

standard  I  beams  ....  166-169 

various  usual  sections  .  .  .  235 

Iron  and  steel,  expansion  of 309 

"  "  notes  on 309 

Iron,  notes  on  corrugated 250-251 

L 

Limit  of  safe  deflection  for  plastered  ceilings  ....  77 

Linear  expansion  of  substances  by  heat 308 

Lintels,  safe  loads  for  channel,  web  horizontal  .    .    .  194 

Loads  for  roofs   .    .           248 

safe  (see  safe  loads). 

Lomas  nuts,  weights  and  dimensions  of 265 

M 

Masonry,  safe  pressure  on 243 

Materials,  weights  of  building 307 

"        •<  fireproofing 306 

Mensuration,  notes  on 304-305 

Method  of  increasing  sectional  area  for  special  shapes  1 5 

"           "               il          "       standard  shapes  143 

Metric  system,  conversion  of,  to  U.  S.  standards  .    .  303 

Mill  building  construction  with  wide  flange  beams  .  48 

Moments,  bending,  for  beams  usual  cases  of  loading  234 

of  pins 262-263 

Moments  of  inertia  of  angles 172-182 

;  beams,  special  I  and  girder  .  54-57 

standard  I    .....  166-169 

'  channels 170-171 

'  H  column  sections 60-75 

4  rectangles 238-239 

' '  various  usual  sections  235 


BETHLEHEM    STEEL    COMPANY. 


317 


N  PAGE 

Nails  and  spikes,  sizes  and  weights  of .' 277 

Nuts,  manufacturers'  standard  sizes  of 272 

weights  and  dimensions  of  clevis   ...'...  275 

"pin 265 

«         "            "          "  sleeve 274 

"         "                         square  and  hexagon  270-271 

P 

Pin  nuts,  weights  and  dimensions  of  Lomas  ....  265 

Pins,  bearing  values  of 264 

bending  moments  of 262-263 

screw  threads  for 265 

Pipe,  standard  steam,  gas  and  water 276 

Plates  areas  of  steel 292-295 

bearing,  notes  on 242-243 

standard  gauges  for  iron  and  steel 278-279 

weights  of  steel 282-291 

Properties,  explanation  tables  of,  for  special  shapes  49-53 

"               "      «•      standard  shapes  164-165 

of  angles 172-182 

'  beams,  special  I  and  rolled  girder  .    .  54-57 

standard  I 166-169 

channels 170-171 

H  column  sections 60-75 

1  rails,  American  standard  ......  183 

R 

Radii  of  gyration  for  angles 172-182 

beams,  girder  and  special  I .    .  54-57 

"      standard  I 166-169 

channels 170-171 

H  column  sections 60-75 

rails,  American  standard  .   .   .  183 

two  angles  back  to  back  .   .   .  205-207 

Rails,  properties  of  American  standard 183 

Rectangles,  moments  of  inertia  of 238-239 

Reduction  of  area  for  rivet  holes   ....       ....  259 

"     "    spacing  of  holes  for  minimum  .   .  2*58 

Rivet  heads,  dimensions  of 266 

holes,  reduction  of  area  for 259 

spacing  for  angles 230 

beams,  special  I  and  girder    .    .    .  138-140 

"       standard  I     .......  225-227 

channels 228-229 

clearance  in  machine  driving    .    .  230,  266 

minimum  reduction  of  area   .    .    .  258 

staggered  distance  on  centers     .    .    .  230 


318 


BETHLEHEM    STEEL    COMPANY. 


PAGE 

Rivets,  clearances  for  machine  driven 230,  266 

conventional  signs  for 266 

lengths  of,  for  various  grips 267 

shearing  and  bearing  values  of 260-261 

staggered  distance  centers  of 230 

weights  of  steel 268 

Rods,  areas  and  weights  of  round  and  square  steel  280-281 

upset  screw  ends  for  round  and  square   ...  273 

Roofs,  notes  on 248 

Roof  trusses,  coefficients  for  stresses  in 249 

Round  bars,  sizes  and  weights  of  Bethlehem  steel  .  154 

"     weights  and  areas  of  steel 280-281 

cast  iron  columns,  safe  loads  for 256 

ultimate  strength  of  ...  255 

S 

Safe  bearing  values  of  brickwork  and  masonry    .   .  243 

deflection,  limit  of,  for  plastered  ceilings  ...  77 

lengths  for  columns 110 

Safe  loads  for  angle  struts 212-221 

columns,  cast  iron 256-257 

latticed  channel 210-211 

rolled  girder  beam    ....  112-113 

rolled  steel  H 116-129 

special  I  beams 114-115 

wooden 253-254 

Safe  loads  on  columns,  explanation  on  tables  of : 

for  angle  struts  and  latticed  channels  .   .  204 

"  rolled  H  sections 108-110 

Safe  loads  uniformly  distributed  : 

explanation  of.for  special  structural  shapes  76-77 

"          "  standard  structural  shapes  184-186 

for  angles 195-197 

'  beams,  rolled  girder 78-81 

'      "        special  I 82-86 

1      •«        standard  I 187-189 

'  channels 190-191 

'        "       web  horizontal 194 

1  girders,  standard  I  beam  box   ....  198-203 

1  wooden  beams 252 

Screw  ends,  upset 273 

threads,  U.  S.  standard 

Screws,  wood 

Sectional  area,  method  of  increasing,  special  shapes  14-15 

"        "          "        standard  shapes  142-143 

Sections  of  built  columns 45 

Separators  for  special  I  and  girder  beams 136-137 

"   standard  I  beams 224 


BETHLEHEM    STEEL    COMPANY.  319 

PAGE 

Shapes  of  angles,  equal  leg 151-152 

"     "         unequal  leg 152-163 

"  beams,  rolled  girder 16-24 

"      special  I 25-31 

«      standard  I 144-148 

"  channels        149-150 

Shear  on  webs  of  beams,  experiments  on 87-88 

safe,  for  special  I  and  girder  beams     ....  89 

"      "  standard  I  beams  and  channels  .    .    .  192-193 

Shearing  values  of  rivets 260-261 

Sheets,  standard  gauges  for  iron  and  steel     ....  278-279 

weights  and  dimensions  of  corrugated  iron  .  250-251 

Shop  building  construction  with  wide  flange  beams  48 

Sleeve  nuts,  weights  and  dimensions  of 274 

Spacing  for  equal  radii  of  gyration  : 

of  channels  back  to  back 209 

"  special  I  and  girder  beams  c.  to  c.    .    .    .  Ill 

"  standard  I  beams  c.  to  c 208 

Spacing  of  tie  rods 240-241 

tables,  explanation  of 90-91 

"     for  rolled  girder  beams 92-99 

"      "    special  I  beams 100-107 

Spikes,  nails  and  wood  screws 277 

Square  bars,  sizes  and  weights  of  Bethlehem  steel  .  154 

"      weights  and  areas  of  steel 280-281 

columns,  safe  loads  for  cast  iron    .....  257 

Steam  pipe,  dimensions  and  weights  of  standard     .  276 

Steel  and  iron,  notes  on 309 

Steel  bearing  plates,  sizes  and  weights  of 242-243 

flats,  areas  of 292-295 

"    sizes  and  weights  of  Bethlehem  .    ....  155 

"    weights  of 282-287 

plates,  areas  of 292-295 

"    weights  of 282-291 

Strength  of  corrugated  iron 251 

safe,  of  angle  struts 204 

"     "  steel  columns 108 

ultimate,  of  cast  iron  columns 255 

Stresses  in  roof  trusses 249 

Structural  details .  44 

Struts,  angle,  notes  on- 204 

"      safe  loads  for 212-221 

Substances,  linear  expansion  of,  by  heat 308 

Threads,  screw,  for  pins 265 

"       U.  S.  standard 272 

Tie  rods,  size  and  spacing  of 240-241 


320 


BETHLEHEM    STEEL    COMPANY. 


PAGE 

Timber  beams,  safe  loads  for .  252 

columns,  safe  loads  for .  253-254 

Trusses,  roof,  coefficients  for  stresses  in 249 

"     notes  on    . 248 

Turnbuckles,  weights  and  dimensions  of 274 

U 

Ultimate  shearing  strength  of  beam  webs 87-88 

strength  of  cast  iron  columns 255 

Upset  ends  for  round  and  square  rods 273 

W 

Water  pipe,  dimensions  and  weights  of  standard     .  276 

Weights  and  measures,  metric  system 303 

Weights  of  angles,  equal  leg 160-161 

"       unequal  leg 162-163 

bars,  Bethehem  flat  and  hexagon  steel  .  155 

4<              "        round  and  square  steel  .  154 

"     round  and  square  steel 280-281 

beams,  Bethlehem  rolled  girder  ....  38 

41          special  I 39 

"       standard  I 156-157 

bearing  plates 242 

bolts 269 

building  materials 307 

channels 158-159 

clevises    .   , 275 

corrugated  iron 251 

fireproofing  materials 306 

flat  rolled  steel 282-291 

H  column  sections  .   .    .    . 40-43 

nuts,  square  and  hexagon 270-271 

pin  nuts 

rails,  American  standard 183 

rivets 268 

separators  for  rolled  girder  beams  ...  136 

"           "  special  I  beams 137 

"  "  standard  I  beams  .... 

sleeve  nuts 

spikes  and  nails 277 

steel  plates 282-291 

turnbuckles 

Wind  bracing,  notes  on 246-247 

"          type  of  details  for  H  columns    .   .   . 

pressure  on  roofs 

Wooden  beams,  safe  loads  for 252 

columns,  safe  loads  for 253-254 

Wood  screws 277 


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BERKELEY 


Return  to  desk  from  which  borrowed. 
This  book  is  DUE  on  the  last  date  stamped  below. 


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